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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTDate: September 17, 2018 Ryan Shaffer Crown Castle 12725 Morris Road Extension, suite 400 Alpharetta, GA 30004 Subject: Carrier Designation: Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Network Solutions MasTec Network Solutions 507 Airport Blvd, Suite 111 Morrisville, NC 27560 (919) 674-5866 10070112 FP38 Crown Castle Designation: Crown Castle BU Number: 800642 Crown Castle Site Name: FL WEST MIDWAY CCI 800642 Crown Castle JDE Job Number. 505412 Crown Castle Work Order Number: 1627203 Crown Castle Order Number: 441085 Rev. 7 Engineering Firm Designation: MasTec Network Solutions Project Number: 16266-SARI Site Data: 16800 Okeechobee Road, Fort Pierce, St. Lucie County, FL 34945 Latitude 270 22' 53.30", Longitude -800 29' 4&40" 245 Foot - Self -Supporting Tower Dear Ryan Shaffer, MasTec Network Solutions is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above -mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load rase, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2017 Florida Building Code, 6th Edition, based upon an ultimate 3-second gust wind speed of 155 mph converted to a nominal 3-second gust wind speed of 120 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a maximum topographic factor, Kzt, of 1.00 and Risk Category II wastwere used in this analysis. Structural analysis prepared by: Maria Lopez Respectfully submitted by: Raphael I. Mohamed, P.E., P.Eng. Senior Director of Engineering FL PE License No. 82846 Moy�Q LtGENgF'•,.�'i _— No.82846 STATE OF S•F<ORIDP,.N S G I File Copy 245-tt Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing/Reserved Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations September 5, 2018 CCI BU No 800642 Page 2 tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 1) INTRODUCTION This tower is a 245-ft self-supporting tower designed by Trylon Tsf. 2) ANALYSIS CRITERIA Building Code: TIA-222 Revision: Risk Category: Wind Speed: Exposure Category: Topographic Factor: Ice Thickness: Wind Speed with Ice: Service Wind Speed: 2017 Florida Building Code (2015 IBC) TIA-222-H 155 mph C 1 0.00 in 30 mph 60 mph Table 1 - Proposed Equipment Configuration September 5, 2018 CC/ BU No 600642 Page 3 j Mounting? Level (ft)', Center Line Elevation (ft) _ Number of Antennas . Antenna 41 Manufacturer, Antenna Model Number; of Feed- Lines Feed Line Size' (in) 6 1 Kathrein 1800 10723K w/ Mount Pipe 4 CCI Antennas HPA-33R-BUU-H6-K w/ Mount Pipe 1 Kathrein 800 10865 w/ Mount Pipe 3 Ericsson RRUS-11 200.0 203.0 12 3 1-5/8 5/16 6 Triasx TBC0020FlVl 2 Raycap DC6-48-60-18-8F 6 Commscope E15Z01P19 2 3/8 5 Ericsson RRUS 32 3 Ericsson RRUS 12 5 KMW Com un ations KFTDR00110030 200.0 1 Tower Mounts Sector Mount [SM 502-3] tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 Table 2 - Other Considered Equipment September5, 2018 CCI BU No 800642 Page 4 Mounting, Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number' of Feed_ Lines Feed Line Size (in) 1 Antel BSA-185025/12 w/ Mount Pipe 2 Antel BSA-185065/12x2 w/ Mount Pipe 4 JMA Wireless X7CQAP-FRO-645-VRO w/ Mount Pipe 245.0 248.0 12 1-5/8 2 JMA Wireless X7CQAP-665-VRO w/ Mount Pipe 3 Commscope ATSBT-TOP-FM 6 CSS DBC-7CAP 245.0 1 Crown Mounts Platform Mount [LP 603-11 3 Andrew ADFD1820-3333B-XDM w/ Mount Pipe 3 Commscope FFHH-65C-R3 w/ Mount Pipe 223.0 3 Nokia AHLOA 220.0 3 1-1/4 3 Nokia FRIJ 3 Nokia AHFIB 3 Nokia FXFB 220.0 3 Raycap ASU9338TYP01 1 Crown Mounts Sector Mount [SM 1302-31 3 RFS Celwave APXVSPPI8-C w/ Mount Pipe 3 Commscope TTTI'65AP-lXRw/Mount Pipe 3 Ericsson RRUS-11800MHz 128.0 128.0 3 1 1-3 116 7/88 3 Ericsson 800MHZ SMR FILTER 9 RFS Celwave ACU-A20-N 3 Ericsson RRUS 31 B25 3 Ericsson RRUS 82 W/SOLAR SHIELD 3 Nokia RADAR FILTER 3 Connect -It Wireless, Inc. V-Frame P/N: PVFM(FW)-3-N-MH-2 tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 3) ANALYSIS PROCEDURE Table 3 - Documents Provided September 5, 2018 CCI BU No 800642 Page 5 Document ! Remarks Reference Source Geotechnical Report PSI, Inc. 369766 CCISites Tower Foundation Drawings Morrison Hershfield Corp. (Mapping) 2293716 CCISites Tower Manufacturer Drawings I Trylon - TSF 366603 CCISites 3.1) Analysis Method tnxTower (version 8.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. MasTec Network Solutions should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) (SelfSupportinq Tower) Section' NO. Elevation (ft): - Component Type - - Size Critical - Element P (K) SF`P allow - (K) % Capacity Pass / Fail T1 245-240 Leg 21/2 3 -8.59 118.23 7.3 Pass T2 240-220 Leg 21/2 15 -57.99 118.23 49.0 Pass T3 220-200 Leg 15TL1.5x1/2x5/8 45 -115.27 222.84 51.7 Pass T4 200 - 180 Leg 15TL1.75x1/2x5/8 61 -148.01 312.87 74.0 Pass T5 180 - 160 Leg 15TL1.75x1/2x5/8 78 -268.37 312.87 85.8 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -306.21 381.04 80.4 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 102 -381.94 499.88 76.4 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 ill -444.71 499.88 89.0 Pass T9 100 - 80 Leg 18TL2.5x5/8x3/4 120 -515.25 633.19 81.4 Pass T10 80 - 60 Leg 18TL2.75x5/8x3/4 129 -580.53 780.85 74.3 Pass T11 60-40 Leg 18TL2.75x5/8x3/4 138 -644.05 780.85 82.5 Pass T12 40-20 Leg 18TL2.75x5/8x3/4 147 -703.96 780.85 90.8 Pass T13 20 - 0 Leg 18TL3x5/8x3/4 156 -764.86 940.35 81.3 Pass T1 245-240 Diagonal L21/2x21/2x1/4 11 4.39 35.08 12.5 30.3 (b) Pass T2 240-220 Diagonal L2 1/2x2 1/2x1/4 23 -6.94 35.08 19.8 47.8 (b) Pass T3 220-200 Diagonal 1_3x3x1/4 54 -11.83 34.25 34.5 45.5 (b) Pass T4 200- 180 Diagonal L3x3xl/4 68 -15.38 28.40 54.1 58.9 (b) Pass tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 September 5, 2018 CC/ BU No 800642 Page 6 Section' Elevation (ft) Component Type Size Critical P (K) SF`P_allow % ,. Capacity, :Pass /Fail No. Element (K) TS 180 - 160 Diagonal L3 1/2x3 1/2x1/4 89 -16.72 38.40 43.5 (b) Pass57.7 T6 160- 140 Diagonal L5x5x3/8 98 -27.48 61.93 48( 64 (b) Pass T7 140- 120 Diagonal L5x5x3/8 108 -24.82 56.94 43.6 59.9 (b) Pass T8 120-100 Diagonal L5x5x3/8 116 -28.68 52.26 54.9 68.7 (b) Pass T9 100-80 Diagonal L5x5x3/8 126 -27.38 47.92 57.1 65.6 (b) Pass T10 80 - 60 Diagonal L5x5x3/8 134 -28.14 43.93 64.1 67A (b) pass T11 60-40 Diagonal L5x5x3/8 143 -29.86 40.28 74.1 Pass T12 40- 20 Diagonal L5x5x3/8 148 -27.62 36.97 74.7 Pass T13 20 - 0 Diagonal L6x6x7/16 158 -34.86 64.55 8 54.0 Pass T1 245 -240 Top Girt L6x6x7/16 4 -1.43 163.39 0.9 10.5 (b) Pass T2 240 - 220 Top Girt L6x6x7/16 16 0.10 182.41 0.8'�b) Pass T3 220 - 200 Top Girt L3z3x1/4 46 -0.09 33.08 0.3 0.5 (b) Pass Summary Leg (T12) 90.8 Pass Diagonal 83.5 Pass (T13) Top Girt 10.5 Pass (T1) Bolt Checks 83.5 Pass Rating = 90.8 Pass Table 5 - Tower Component Stresses vs. Capacitv (Self -Supporting Tower) - LC7 Notes Component Elevation (ft) f: % Capacity Pass / Fail 1 Anchor Rods 67.9 Pass 1 Base Foundation Soil Interaction 72.2 Pass 1 Base Foundation Structural 52.3 Pass Structure Rating (max from all components) = 90.8% Notes: 1) Rating per TIA-222-H Section 15.5. 2) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the % capacity listed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SAR1, Order 441085, Revision 7 APPENDIX A TNXTOWER OUTPUT September 5, 2018 CC/ BU No 800642 Page 7 tnxTower Report - version 8.0.4.0 C L c 4 = 7 C 4I a c 9 T e c � S a a S e A P � R 61 Y F � 3 s u ® 8 & 5 g n m — - 3 9 uacn tzc.on 0 On Ofl eaon DESIGNED APPURTENANCE LOADING TOWER DESIGN NOTES 1. Tower is located in Autauga County, Alabama. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 155 mph basic wind in accordance with the TIA-222-11 Standard. 4. Deflectors are based upon a 60 mph wind. 5. Tower Risk Category II. 6. TopogmpNc Category 1 vAth Crest Haight of 0.00 R 7. TIA-222-11 AnnexS 8. TOWER RATING: 90.8% ALLREACTIONS anon ARE FACTORED MAX. CORNER REACTIONSATBASE: DOWN: BOOK SHEAR: 85 K + UPLIFT.. -707K zo on SHEAR' 76K AXIAL 106K SHEAR MOMENT 135K 18A6 kip-R oar TOROUE268kipR REACTIONS -155 mph WIND M 8 STe C 507 Airport Blvd, Suite 111 Net *A4 Ntiwm Morrisville, NC 27560 apeaabs.mco, Phone:(919) 6745866 I tuxTPweN Job Page 800642 FL West Midway of 33 Mastec Network Solutions Project Date 507Airport Blvd, suite III 16266-SAR1 16:22:39 09/05/18 Momisville,NC27560 Client Designed by Phone: (674-5866 FAX. Crown Castle Maria Lopez Tower Input Data The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 28.00 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Autauga County, Alabama. Tower base elevation above sea level: 19.00 ft. Basic wind speed of 155 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use,Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Bmces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KII1r Retension Guys To Initial Tension Bypass Most Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job Page 800642 FL West Midway 2 of 33 Project Date Mastee Network Solutions 507Ahport Blvd, Suite 111 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC 27560 Phone. (919) 674-5866 Crown Castle Maria Lopez FAX. Wind 180 Lea A Wind 90 Leg C Z Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 245.00-240.00 6.00 I 5.00 T2 240.00-220.00 6.00 1 20.00 73 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 T5 I80.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 17 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 T10 80.00-60.00 20.00 1 20.00 T11 60.0040.00 22.00 1 20.00 T12 40.00-20.00 24.00 1 20.00 T13 20.00-0.00 26.00 1 20.00 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in TI 245.00-240.00 5.00 XBrace No No 0.0000 0.0000 72 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 WxTower Job Page 800642 FL West Midway 3 of 33 MastecNetwork So[utionS Project Date 507Airport Blvd, Suite 111 16266-SAR1 16:22:39 09/05/18 Morrisville, NC27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez PAX. Tower Tower Diagonal Bracing Has Has Top Girt Bottom Gut Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in T3 220.00-200.00 10.00 XBruce No No 0.0000 0.0000 T4 200.00-180.00 10.00 X Brace No No 0.0000 0.0000 T5 180.00-160.00 10.00 X Brace No No 0.0000 0.0000 T6 160.00-140.00 20.00 X Brace No No 0.0000 0.0000 77 140.00-120.00 20.00 X Brace No No 0.0000 0.0000 T8 120.00-100.00 20.00 X Brace No No 0.0000 0.0000 T9 100.00-80.00 20.00 X Brace No No 0.0000 0.0000 TIO 80.00-60.00 20.00 X Brace No No 0.0000 0.0000 TI1 60.00-40.00 20.00 X Brace No No 0.0000 0.0000 T12 40.00-20.00 20.00 X Brace No No 0.0000 0.0000 T13 20.00-0.00 20.00 X Brace No No 0.0000 0.0000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type She Grade ft T1245.00-240.00 Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/2xl/4 30OW (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/2xl/4 30OW (50 ksi) (44 ksi) T3220.00-200.00 Truss Leg 15TLl.5xl/2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T4200.00-180.00 Truss Leg 15TLI.75xl/2x5/8 A572-50 Equal Angle L3x3xl/4 30OW (50 ksi) (44 ksi) T5180.00-160.00 Truss Leg 15TLI.75xl/2x5/8 A572-50 Equal Angle L3 1/2x3 1/2xl/4 30OW (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg 18TL2x5/8x3/4 35OW Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T7 140.00-120.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T8 120.00-100.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T9100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 35OW Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1080.00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1160.00440.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1240.00-20.00 Thus Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x5/8x3/4 350W Equal Angle L6x6x7/16 30OW (51 ksi) (44 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade It Tl 245.00-240.00 Equal Angle L6x6x7/16 300W Solid Round A36 (44 ksi) (36 ksi) T2240.00-220.00 Equal Angle L6x6x7/16 30OW Solid Round A36 tnxToweN Job Page4 800642 FL West Midway of 33 Project Date Mastec Network Solutions 507Airport Blvd, Suite III 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (9I9) 674-5866 Crown Castle Maria Lopez FAX. Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T3220.00-200.00 Fqual Angle L3x3xl/4 30OW Solid Round A36 (44 ksi) (36 ksi) Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weighs Mult. Double Angle Double Angle Double Angle Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants it ft° in in in in T1 0.00 0.0000 A36 I I I 36.0000 36.0000 36.0000 245.00-240.00 (36 ksi) T2 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 240.00-220.00 (36 ksi) T3 0.00 0.0000 A36 1 l 1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 180.00-I60.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 1 I 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 1 I 1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) T10 0.00 0.0000 A36 I l 1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) T11 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.0040.00 (36 ksi) T12 0.00 0.0000 A36 l 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T1320.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Cale Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X K it Y Y Y Y Y Y y T1 Yes No 1 1 I I 1 1 245.00-240.00 1 1 l 1 1 e T2 Yes No 1 1 l l 1 1 240.00-220.00 1 1 1 1 1 T3 Yes No 1 1 1 1 1 1 220.00-200.00 1 1 1 1 1 tnxTower Job Page5 800642 FL West Midway of 33 Mastec Network Solutions Project Date 507Airport Blvd, Suite Ill 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. KFactorsr Tower Cale Cale Legs x K Single Girts Horm Sec. Inner Elevation K K Brace Brace Diags Hertz. Brace Single Solid Diags Diags Angles Rounds x x x x x x x It Y Y Y Y Y Y Y T4 Yes No 1 1 1 1 1 I 1 1 200.00-180.00 1 1 1 1 1 1 1 T5 Yes No 1 I 1 1 1 1 1 1 180.00-160.00 1 I 1 1 1 1 1 T6 Yes No 1 1 I I 1 1 1 1 160.00-140.00 1 I I 1 1 1 1 T7 Yes No 1 1 I 1 1 1 1 1 140.00-120.00 1 I 1 1 1 1 1 T8 Yes No 1 1 I 1 1 1 1 1 120.00-100.00 1 I 1 1 1 1 1 T9 Yes No I 1 1 l 1 1 1 1 100.00-80.00 1 1 l 1 1 1 1 T10 Yes No 1 1 1 l 1 1 1 1 80.00-60.00 1 1 I 1 1 I 1 T11 Yes No 1 1 1 l 1 1 1 1 60.0040.00 1 1 1 1 1 1 1 T12 Yes No 1 1 1 1 1 1 1 1 40.00-20.00 1 1 1 l 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 20.00-0.00 1 I 1 1 l 1 1 applied to the overall length. Tower Section Geometry cont'd Tower Leg x Z Leg x z Elevation Panels Brace Brace Panels Brace Brace jt Diagonals Diagonals Diagonals Diagonals T3 1 0.5 0.7 1 0.5 0.85 T4 I 0.5 0.7 1 0.5 T5 1 0.5 0.7 1 0.5 0.85 180.00-160.00 T6 1 0.5 0.7 1 0.5 0.85 160.00-140.00 T7 1 0.5 0.7 1 0.5 0.85 140.00-120.00 T8 I 0.5 0.7 1 0.5 0.85 T9 I 0.5 0.7 1 0.5 0.85 100.00-80.00 80.00-60.00 T11 1 0.5 0.7 1 0.5 0.85 60.00-40.00 T12 1 0.5 0.7 1 0.5 0.85 T13 1 0.5 0.7 1 0.5 0.85 20.00-0.00 tnxTower Job Page6 800642 FL West Midway of 33 Project Date Mastec Network Solutions 507Airport Blvd suite Ll1 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez P,ix. Tower Section Geometry cont'd Tower Elevation n Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 245.00-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 13 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00-180.00 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 T9 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T10 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 - T11 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.0040.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00-20.00 T13 20.00-0.001 0.0000 1 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry cont'd Tower Elevation f Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horzontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.9750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 245.00-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 6 0.6250 ,1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 IS 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Job Page7 800642 FL West Midway of 33 Mastec Network Solutions Project Date 507Airpon Blvd, Suite 111 16266-SAR1 16:22:39 09/05/18 Morrisville, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T8 Flange 0.8750 18 0.7500 2. 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T9 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N TIO Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N Tll Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.0040.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N >I" T1320.00-0.00 Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 Williams A325N A325N A325N A325N A325N A325N High Tensile Feed Line/Linear Appurtenances - Entered As Round Or Flat Description- Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight. or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (FracFW) Row in in in plf AVA7-50(1-5/ C No 8) LDF7-50A(1- C No 5/8) Feedline C No Ladder(Af) 1.5, xxx ASU9323TYP A No O1(1-1/4) Feedline A No Ladder(A0 1.51, LDF7-50A(1- A No 5/8) 12 PAIR( 3/8) A No WR-VG86ST- A No BRD(3/4) FB-L98B-034- A No XXX(3/8) WR-VG86ST- A No BRD(3/4) 840 A No 10414(5/16) Feedline A No Ladder (At) x TSZ 999 C No No Ar (CaAa) 245.00 - 0.0000 0.4 6 6 0.5000 2.0100 0.70 6.00 No As (CaAa) 245.00 - 2.0000 0.4 6 6 0.5000 1.9800 0.82 6.00 No Af(CaAa) 245.00- 0.0000 0.4 1 1 1.5000 1.5000 4.20 6.00 No Ar (CaAa) 220.00 - 0.0000 0.4 3 3 0.5000 1.2400 1.05 6.00 No Af(CaAa) 220.00- 0.0000 0.4 1 1 1.5000 1.5000 4.20 6.00 No Ar (CaAa) 200.00 - 0.0000 -0.4 12 9 0.5000 1.9800 0.82 6.00 No At (CaAa) 200.00 - 0.7500 -0.36 1 1 0.4000 0.4000 0.08 6.00 No At (CaAa) 200.00 - 0.0000 -0.36 2 2 0.5000 0.7740 0.59 6.00 No As (CaAa) 200.00 - 1.5000 -0.4 1 1 0.3937 0.3937 0.06 6.00 No Ar (CaAa) 200.00 - 1.5000 -0.42 2 2 0.5000 0.7950 0.58 6.00 No Ar (CaAa) 200.00 - 1.5000 -0.38 3 3 0.3150 0.3150 0.06 6.00 No Af(CaAa) 200.00- 0.0000 -0.4 1 1 1.5000 L5000 4.20 6.00 No Ar (CaAa) 128.00 - 0.0000 -0.4 3 2 0.5000 1.1900 1.07 tHx Job PageTQwer 800642 FL West Midway 8 of 33 MasteeNetwork Solutions Project Date 507Airpon Blvd, Suite ILL 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX Description Face Allow or Shield Leg Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Clear Width or Perimeter Per Spacing Diameter Row in inin Weight plf 067/xxxM-8A 6.00 WG( 1-3/16) FIBER ONLY C No No Ar (CaAa) 128.00 - 1.2500 -0.4 1 1 0.5000 0.8670 0.25 CABLE 0.00 48(7/8) T-Brackets C No No Af (CaAa) 245.00 - 0.0000 -0.5 1 1 1.0000 1.0000 8.40 6.00 Safety Line C No No Ar (CaAa) 245.00 - 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 6.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face As AF CxAA C,ph Weight Section Elevation In Face Out Face ft ft, ft: ft: ft, K TI 245.00-240.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 14.241 0.000 0.11 T2 240.00-220.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T3 220.00-200.00 A 0.000 0.000 12.440 0.000 0.15 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T4 200.00-180.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T5 180.00-160.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T6 160.00-140.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T7 140.00-120.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 60.513 0.000 6.47 T8 120.00-100.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T9 100.00-80.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 TIO 80.00-60.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 111 %0040.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T12 40.00-20.00 A 0.000 0.000 74.713 0.000 0.48 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T13 20.00-0.00 A 0.000 0.000 52.299 0.000 0.34 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 46.606 0.000 0.36 4 +LnxQwer Job 800642 FL West Midway Page 9 of 33 Project Date Mastec Network Solutions 507AirponBlvd, Suite Ill 16266-SAR1 16:22:39 09/05/18 Morrisville, NC27560 Phone. (919) 674-5866 FAX. Client Crown Castle Designed by Maria Lopez Feed Line Center of Pressure Section Elevation CPx CPz CPx CPr Ice Ice 1f in in in in T1 245.00-240.00 -8.0045 3.1741 -8.0009 3.1720 T2 240.00-220.00 -9.5595 3.9563 -9.5542 3.9530 T3 220.00-200.00 -9.0169 -0.2110 -9.0169 -0.2110 T4 200.00-180.00 -17.1085 5.5857 -17.1085 5.5857 T5 180.00-160.00 -19.2063 6.3512 -19.2063 6.3512 T6 160.00-140.00 -20.9650 6.9711 -20.9650 6.9711 T7 140.00-120.00 -21.9259 8.4110 -21.9259 8.4110 T8 120.00-100.00 -22.1836 10.2701 -22.1836 10.2701 T9 100.00-80.00 -23.8245 11.0480 -23.8245 11.0480 T10 80.00-60.00 -25.3408 11.7669 -25.3408 11.7669 T11 60.0040.00 -27.0158 12.5748 -27.0158 12.5748 T12 40.00-20.00 -28.6083 13.3454 -28.6083 13.3454 T13 20.00-0.00 -22.6519 10.9930 -22.6519 10.9930 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice Ti 2 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 Tl 3 LDF7-50A(I-5/8) 240.00- 0.6000 0.6000 245.00 Ti 4 Feedline Ladder (At) 1.5" 240.00- 0.6000 0.6000 245.00 Ti 19 T-Brackets 240.00- 0.6000 0.6000 245.00 Tl 21 Safety Line 3/8 240.00- 0.6000 0.6000 245.00 T2 2 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 3 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 4 Feedline Ladder (At) 1.5' 220.00- 0.6000 0.6000 240.00 T2 19 T-Brackets 220.00- 0.6000 0.6000 240.00 T2 21 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 2 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 3 LDF7-50A(I-5/8) 200.00- 0.6000 0.6000 220.00 T3 4 Feedline Ladder (Ai) L5" 200.00- 0.6000 0.6000 220.00 T3 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 T3 7 Feedline Ladder (AD 1.5' 200.00 - 0.6000 0.6000 220.00 T3 19 T-Brackets 200.00 - 0.6000 0.6000 220.00 tnxTower Job e Page 800642 FL West Midway 10 of 33 Project Date MastecNetwork Solutions 507 Airport Blvd, suite III 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX' Tower Section Feed Line Record No. Description Feed Line Se ntent Elev. K. No Ice K. ice T3 21 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T4 2 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 3 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYP01(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 10 12 PAIR( 3/8) 180.00- 0.6000 0.6000 200.00 T4 11 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 12 FB-L98B-034-XXX(3/8) 180.00- 0.6000 0.6000 200.00 T4 13 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 14 840 10414(5/16) 180.00- 0.6000 0.6000 200.00 T4 15 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 19 T-Brackett 180.00 - 0.6000 0.6000 200.00 T4 21 Safety Line 3/8 180.00- 0.6000 0.6000 2000 T5 2 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 3 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000' 180.00 TS 9 LDF7-SOA(1-5/8) 160.00- 0.6000 _ 0.6000 180.00 T5 10 12 PAIR(3/8) 160.00- 0.6000 0.6000 180.00 T5 11 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 12 FB-L98B-034-XXX(3/8) 160.00- 0.6000 0.6000 180.00 T5 13 WR-VG86ST-BRD(314) 160.00- 0.6000 0.6000 180.00 T5 14 840 10414(5/16) 160.00- 0.6000 0.6000 180.00 TS 15 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 T5 19 T-Brackets 160.00- 0.6000 0.6000 180.00 T5 21 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 2 AVA7-50(1-5/8) 140.00-1 0.6000 0.6000 160.00 T6 3 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 60.00 Job Page 4nxTower 800642 FL West Midway 11 of 33 Mastec Network Solutions Project Date 507Airport Blvd, Suite III 16266-SAR1 16:22:39 09/05/18 Morrisville, NC27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T6 4 Feedline Ladder (At) 1.5" 140.00- 0.6000 0.6000 160.00 T6 6 ASU9323TYP01(1-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder (At) 1.5" 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 10 12 PAIR( 3/8) 140.00- 0.6000 0.6000 160.00 T6 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 12 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 160.00 T6 13 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 14 840 10414(5/16) 140.00- 0.6000 0.6000 160.00 T6 15 Feedline Ladder (Af) 1.5' 140.00- 0.6000 0.6000 160.00 T6 19 T-Brackets 140.00- 0.6000 0.6000 160.00 T6 21 Safety Line 318 140.00- 0.6000 0.6000 160.00 T7 2 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 3 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 ' Feedline Ladder (At) 1.5" 120.00- 0.6000 0.6000 140.00 T7 6 ASU9323TYP01(1-1/4) 120.00- 0.6000 0.6000 140.00 T7 7 Feedline Ladder (At) 1.5" 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 10 12 PAIR( 3/8) 120.00- 0.6000 0.6000 140.00 T7 11 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 17 12 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T7 13 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 14 840 10414(5/16) 120.00- 0.6000 0.6000 140.00 T7 15 Feedline Ladder (At) 1.5" 120.00- 0.6000 0.6000 140.00 T7 17 TSZ 999 067/xxxM-8AWG( 120.00- 0.6000 0.6000 1-3/16) 128.00 17 18 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 128.00 T7 19 T-Brackets 120.00- 0.6000 0.6000 140.00 T7 21 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 2 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 3 LDF7-50A(I-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder (Ai) 1.5" 100.00 - 0.6000 0.6000 120.00 tnxTower Job Page 800642 FL West Midway 12 of 33 Mastee Network Solutions Project Date 507Airport Blvd, Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone. (919) 674-5866 Crown Castle Maria Lopez FAX. Tower Section Feed Line Record No. Description Feed Line Se ment Elev. K. No Ice I. Ice T8 6 ASU9323TYP01(1-1/4) 100.00- 0.6000 0.6000 120.00 T8 7 Feedline Ladder (AD 1.5° 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-SOA(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 12 PAIR( 3/8) 100.00- 0.6000 0.6000 120.00 T8 11 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 12 FB-L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T8 13 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 14 840 10414(5/16) 100.00- 0.6000 0.6000 120.00 T8 15 Feedline Ladder (AD LS' 100.00- 0.6000 0.6000 120.00 T8 17 TSZ 999 067/xxxM-8AWG( 100.00- 0.6000 0.6000 1-3/16) 120.00 T8 18 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8) 120.00 T8 19 T-Brackets 100.00- 0.6000 0.6000 120.00 T8 21 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T9 2 AVA7-50(1-5/8) 80.00-100.00 0.6000 0.6000 T9 3 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T9 4 Feedline Ladder (At) LS' 80.00 - 100.00 0.6000 0.6000 T9 6 ASU9323TYP01(1-1/4) 80.00 - 100.00 0.6000 0.6000 T9 7 Feedline Ladder (At) 1.5' 80.00 - 100.00 0.6000 0.6000 T9 9 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T9 10 12 PAIR( 3/8) 80.00 - 100.00 0.6000 0.6000 T9 I WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 12 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T9 13 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 14 840 10414(5/16) 80.00-100.00 0.6000 0.6000 T9 15 Feedline Ladder (At) 1.5' 80.00-100.00 0.6000 0.6000 T9 17 TSZ 999 067/xxxM-8AWG( 80.00-100.00 0.6000 0.6000 1-3/16) T9 18 FIBER ONLY CABLE 80.00-100.00 0.6000 0.6000 48(7/8) T9 19 T-Brackets 80.00 - 100.00 0.6000 0.6000 T9 21 Safety Line 318 80.00 - 100.00 0.6000 0.6000 T10 2 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T10 3 LDF7-50A(1-5/8) 60.00-80.00 0.6000 0.6000 T10 4 Feedline Ladder (AEI 1.5' 60.00 - 80.00 0.6000 0.6000 T10 6 ASU9323TYP01(1-1/4) 60.00-80.00 0.6000 0.6000' T10 7 Feedline Ladder (AD 1.5' 60.00 - 80.00 0.6000 0.6000 T10 9 LDF7-50A(1-5/8) 60.00-80.00 0.6000 0.6000 T10 10 12 PAIR( 318) 60.00 - 80.00 0.6000 0.6000 T10 11 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 TIO 12 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T10 13 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 T10 14 840 10414(5/16) 60.00 - 80.00 0.6000 0.6000 T10 15 Feedline Ladder (At) 1.5' 60.00 - 80.00 0.6000 0.6000 T10 17 TSZ 999 067/xxxM-8AWG( 60.00 - 80.00 0.6000 0.6000 1-3/16) T10 18 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8) TIO 19 T-Brackets 60.00 - 80.00 0.6000 0.6000 T10 21 Safety Line 318 60.00 - 80.00 0.6000 0.6000 tnxTower Job Page 800642 FL West Midway 13 of 33 Project Date Mastec Network Solutions 507AirponBlvd, Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ko No Ice K. Ice T11 2 AVA7-50(1-5/8) 40.00 - 60.00 0.6000 0.6000 Tll 3 LDF7-50A(1-5/8) 40.00-60.00 0.6000 0.6000 T11 4 Feedline Ladder (Af) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 6 ASU9323TYP01(1-1/4) 40.00-60.00 0.6000 0.6000 T11 7 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 111 9 LDF7-50A(1-5/8) 40.00-60.00 0.6000 0.6000 T11 10 12 PAIR( 3/8) 40.00 - 60.00 0.6000 0.6000 Tll 11 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 T11 12 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 Tll 13 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 Tll 14 84010414(5/16) 40.00-60.00 0.6000 0.6000 T11 15 Feedline Ladder (Ai) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 17 TSZ 999 067/xxxM-8AWG( 40.00 - 60.00 0.6000 0.6000 1-3/16) T11 18 FIBER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) T11 19 T-Brackets 40.00 - 60.00 0.6000 0.6000 T11 21 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 2 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T12 3 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (At) 1.5" 20.00-40.00 0.6000 0.6000 T12 6 ASU9323TYP01(1-1/4) 20.00-40.00 0.6000 0.6000 T12 7 Feedline Ladder (At) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 9 LDF7-SOA(1-5/8) 20.00-40.00 0.6000 0.6000 T12 10 12 PAIR(3/8) 20.00-40.00 0.6000 0.6000 T12 11 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 12 FB-L98B-034-XXX(3/8) 20.00-40.00 0.6000 0.6000 T12 13 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 14 84010414(5/16) 20.00-40.00 0.6000 0.6000 T12 15 Feedline Ladder (At) 1.5" 20.00-40.00 0.6000 0.6000 T12 17 TSZ 999 067/xxxM-8AWG( 20.00 - 40.00 0.6000 0.6000 1-3116) T12 18 FIBER ONLY CABLE 20.00 - 40.00 0.6000 0.6000 48(7/8) T12 19 T-Brackets 20.00 - 40.00 0.6000 0.6000 TI2 21 Safety Line 3/8 20.00-40.00 0.6000 0.6000 T13 2 AVA7-50(1-5/8) 6.00-20.00 0.6000 0.6000 T13 3 LDF7-50A(I-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (Af) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 6 ASU9323TYP01(1-1/4) 6.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (Af) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 9 LDF7-50A(1-5/8) 6.00-20.00 0.6000 0.6000 T13 10 12 PAIR( 3/8) 6.00 - 20.00 0.6000 0.6000 T13 11 WR-VG86ST-BRD(3/4) 6.00-20.00 0.6000 0.6000 T13 12 FB-L98B-034-XXX(3/8) 6.00-20.00 0.6000 0.6000 T13 13 WR-VG86ST-BRD(3/4) 6.00-20.00 0.6000 0.6000 T13 14 84010414(5/16) 6.00-20.00 0.6000 0.6000 T13 15 Feedline Ladder (At) L5" 6.00 -20.00 0.6000 0.6000 T13 17 TSZ 999 067/xxxM-8AWG( 6.00 - 20.00 0.6000 0.6000 1-3/16) T13 18 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 19 T-Brackets 6.00-20.00 0.6000 0.6000 T13 21 Safe Line 3/8 6.00 - 20.00 0.6000 0.6000 tnxTOwer Job Page 800642 FL West Midway 14 of 33 Project Date MastecNetwork Solutlons 507Airport Blvd, Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC 27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAx Weight or Type Horz Adjustment Front Side Leg Lateral Pert .it ft fF ft, K }k# Beacon B From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0.00 0.0000. 245.00 No Ice 0.20 0.20 0.03 0.00 2.00 Platform Extension k C None 0.0000 242.50 - 245.00 No Ice 10.93 10.93 0.20 Sidemarker B From Leg 1.00 0.0000 125.00 No Ice 0.38 0.38 0.01 0.00 0.00 Sideranker C From Leg 1.00 0.0000 125.00 No Ice 0.38 0.38 10.01 0.00 }k# 0.00 BSA-185025/12 w/ Mount A From Leg 4.00 0.0000 245.00 No Ice 8.76 3.61 0.06 Pipe 0.00 3.00 BSA-185065/l2x2 w/ Mount B From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO A From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 3.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 0.0000 245.00 No Ice 9.79 7.12 0.07 Mount Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO C From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 3.00 ATSBT-TOP-FM A From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM B From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM C From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 (2) DBC-7CAP A From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.00 0.00 3.00 (2) DBC-7CAP B From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.00 0.00 3.00 (2) DBC-7CAP C From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.00 0.00 3.00 Platform Mount [LP 603-1] C . None 0.0000 245.00 No Ice 42.10 42.10 2.06 Empty Mount Pipe A From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 WxTower Job Page 800642 FL West Midway 15 of 33 Mastec Network Solutions Project Date 507Airport Blvd, Suite III 16266-SAR1 16:22:39 09/05/18 Morrisville, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Description Face Offset Offsets: Azimuth Placement CAA, CIAAA Weight or Type Harz Adjustment Front Side Leg Lateral Inert ft o ft ft, ft' K ft ft 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Momd Pipe C From Leg 4.00 0.0000 245.00 No lee 1.20 1.20 0.02 0.00 0.00 ...220... ADFD1820-3333B-XDMw/ A From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 ADFD1820-3333B-XDM w/ B From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 ADFD1820-3333B-XDM w/ C From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 FXFB A From Leg 4.00 0.0000 220.00 No Ice 3.54 1.02 0.06 0.00 0.00 FXFB B From Leg 4.00 0.0000 220.00 No Ice 3.54 1.02 0.06 0.00 0.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.54 1.02 0.06 0.00 0.00 ASU9338TYPOI A From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYPOI B From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 ` 0.00 0.00 ASU9338TYPOI C From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 FFHH-65C-R3 w/ Mount A From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 FFHH-65C-R3 w/ Mount B From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 FFHH-65C-R3 w/ Mount C From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 AHLOA A From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 AHLOA B From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 AHLOA C From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 FRI] A From Leg 4.00 0.0000 220.00 No Ice 2.42 1.52 0.07 0.00 3.00 tnxTower Job Page16 800642 FL West Midway of 33 Project Date Mastee Network Solutions 507Airpon Blvd, Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC 27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX Description Face Offset Offsets: Azimuth Placement C,,IA CAAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft ^ f ft, ft' K ft it (2) FRU B From Leg 4.00 0.0000 220.00 No Ice 2.42 1.52 0.07 0.00 3.00 AHFIB A From Leg 4.00 0.0000 220.00 No Ice 3.68 2.31 0.09 0.00 3.00 (2) AHFIB B From Leg 4.00 0.0000 220.00 No Ice 3.68 2.31 0.09 0.00 _ 3.00 Empty Mount Pipe A From Leg 4.00 0.0000 220.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 220.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 220.00 No Ice L20 1.20 0.02 0.00 0.00 Sector Mount [SM 1302-31 C None 0.0000 220.00 No Ice 39.23 39.23 1.42 RRUS-11 A From Leg 4.00 0.0000 200.00 No Ice 2.78 1.19 0.05 0.00 3.00 (2) RRUS-11 C From Leg 4.00 0.0000 200.00 No Ice 2.78 1.19 0.05 0.00 3.00 RRUS-12 A From Leg 4.00 0.0000 200.00 No Ice 3.15 1.29 0.05 0.00 3.00 RRUS-12 B From Leg 4.00 0.0000 200.00 No Ice 3.15 1.29 0.05 0.00 3.00 RRUS-12 C From Leg 4.00 0.0000 200.00 No Ice 3.15 1.29 0.05 0.00 3.00 (2) TBC0020F1 V I A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 3.00 TBC0020FIVI B From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 3.00 (3)TBC0020F1V1 C From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 3.00 (2) 800 10723K w/ Mount A From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 3.00 (2) 800 10723K w/ Mount B From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 3.00 (2) 800 10723K w/ Mount C From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 3.00 DC6-48-60-18-8F A From Leg 4.00 0.0000 200.00 No Ice 0.79 0.79 0.02 0.00 3.00 DC6-48-60-18-8F C From Leg 4.00 0.0000 200.00 No Ice 0.79 0.79 0.02 tnxTower Job Page 800642 FL West Midway 17 of 33 Mastee Network Solutions Project Date 507Airport Blvd, suite III 16266-SAR1 16:22:39 09/05/18 Morrisville, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Description Face Offset Offsets: Azimuth Placement C}e, C,yh Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o n ft, ftt= K ft n 0.00 3.00 (2) HPA-33R-BUU-H6-K w/ A From Leg 4.00 0.0000 200.00 No Ice 14.52 8.11 0.11 Mount Pipe 0.00 3.00 (2) HPA-33R-13UU-H6-K w/ C From Leg 4.00 0.0000 200.00 No Ice 14.52 8.11 0.11 Mount Pipe 0.00 3.00 800 10865 w/ Mount Pipe B From Leg 4.00 0.0000 200.00 No Ice 10.92 7.43 0.09 0.00 3.00 EISZOIP19 A From Leg 4.00 0.0000 200.00 No Ice 0.78 0.34 0.01 0.00 3.00 (2) E15ZOIP19 B From Leg 4.00 0.0000 200.00 No Ice 0.78 0.34 0.01 0.00 3.00 (3)E15Z01P19 C From Leg 4.00 0.0000 200.00 No Ice 0.78 0.34 0.01 0.00 3.00 (2) RRUS 32 A From Leg 4.00 0.0000 200.00 No Ice 2.86 1.78 0.06 0.00 3.00 RRUS 32 B From Leg 4.00 0.0000 200.00 No Ice 2.86 1.78 0.06 0.00 3.00 (2) RRUS 32 C From Leg 4.00 0.0000 200.00 No Ice 2.86 1.78 0.06 0.00 3.00 (2) KFTDR00110030 A From Leg 4.00 0.0000 200.00 No Ice 0.91 0.42 0.03 0.00 3.00 (2) KFTDR00110030 B From Leg 4.00 0.0000 200.00 No Ice 0.91 0.42 0.03 0.00 3.00 KFTDR00110030 C From Leg 4.00 0.0000 200.00 No Ice 0.91 0.42 0.03 0.00 3.00 Sector Mount [SM 502-3] ..s A None 0.0000 200.00 No Ice 33.02 33.02 1.67 APXVSPPI8-Cw/Mount A From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPP18-C w/ Mount B From Leg 4.00 0.0000 128.00 No Ice. 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-C w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 RRUS-11 800M11z A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 tnxTower Job Page18 800642 FL West Midway of 33 Project Date Mastee Network Solutions 507 Airport Blvd, Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville,NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. • Description Face Offset Offsets: Azimuth Placement CAAq CAA1 Weight or Type Harz Adjustment Front Side Leg Lateral Pert ft jt ft, ft, K 0.00 800MHZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.65 0.22 0.01 0.00 0.00 800MHZ SMR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.65 0.22 0.01 0.00 0.00 800MHZ SMR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.65 0.22 0.01 0.00 0.00 (3) ACU-A20-N A From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0:00 0.00 (3) ACU-A20-N B From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N C From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 128.00 No Ice 1.62 1.29 0.06 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 TTTT65AP-1XR w/ Mount A From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 =65AP-1XR w/ Mount B From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 TTTT65AP-IXR w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RADAR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 (2) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 No Ice L20 1.20 0.02 0.00 �j+ tnx,L owes" Job Page 800642 FL West Midway 19 of 33 MastecNetwork Solutions Project Date 507Airport Blvd, Suite III 16266-SAR1 16:22:39 09/05/18 Morrisville, NC27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Description Face Offset Offsets: Azimuth Placement C�A� C}AAA Weight or Type Harz Adjustment Front Side Leg Lateral , Vert ft ft ft' ft' K ft R 0.00 (2) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (2) Empty Mount Pipe C From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (3) Connect -It V-Fmme P/N: C None 0.0000 128.00 No Ice 33.02 33.02 1.67 PVFM(fw)-3-n-mh-2 Truss -Leg Properties_ . Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice int tn2 K K in in in 15TL1.5xl/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 18TL2x5/8x3/4 2861.5800 2861.5800 1.07 0.00 9.9360 9.9360 9.4248 18TL2.25x5/8x3/4 2991.0895 2991-0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.25x5/8x3/4 2991.0895 2991.0895 124 0.00 10.3857 10.3857 11.9282 18TL2.5x5/8x3/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL3x5/8x3/4 2421.7359 2421.7359 1.59 0.00 8.4088 8.4088 21.2058 Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M. Moments, M: K K K kip- ki - t t ki - t Leg Weight 43.37 - - Bracing Weight 21.98 Total Member Self -Weight 65.35 24.17 28.15 Total Weight 88.47 _ - _ 24.17 28.15 SEEN Wind deg -No Ice - 0.20 -132.43 -18443.81 -14.46 -181.01 Wind 30 deg - No Ice 61.18 -106.25 -15025.94 -8624.61 -78.09 Wind 60 deg -No Ice 100.91 -58.65 -8274.18 -14196.70 -2.83 Wind 90 deg - No Ice 119.19 -0.20 -18.44 -16599.75 62.62 Wind 120 deg - No Ice 114.22 66.10 9125.69 -15673.05 177.29 Wind 150 deg - No Ice - 67.02 116.76 16230.59 -9243.00 217.18 Wind 180 deg - No Ice -0.20 125.611 17717.34 70.76 181.01 Wind 210 deg -No Ice -61.18 106.251 15074.28 8680.90 78.09 Wind 240 deg -No Ice - -106.82 62.061 8709.92 14924.00 2.83 tnxTower Job Page .20 800642 FL West Midway of 33 Project Date Mastec Network Solutions 507AirpoHBlvd, Suite III 16266-SAR1 16:22:39 09105/18 Client Designed by Morrisville, NC27560 Phone. (919) 674-5866 Crown Castle Maria Lopez FAXP Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M. K K K ki -t kip- ki -i Wind 270 deg - No Ice -119.69 0.20 66.78 16656.05 -62.62 Wind 300 deg -No Ice -108.32 -62.70 -8689.95 15058.34 -177.29 Wind 330 deg -No Ice -67.02 -116.76 -16182.25 9299.30 -267.18 Total Weight 88.47 TWZjRftffl 24.17 28.15 `-- - 0.03 -19.84 Wind 0 deg - Service -2768.26 -5.98 -27.12 Wind 30 deg- Service 9.17 -15.92 -2256.11 -1296.16 -11.70 Wind 60 deg - Service 15.12 -8.79 -1244.40 -2131.10 -0.42 Wind 90 deg - Service 17.93 -0.03 -7.33 -2491.19 9.38 Wind 120 deg- Service 17.12 9.91 1362.86 -2352.32 26.57 Wind 150 deg- Service 10.04 17.50 2427.49 -1388.82 40.04 Wind 180 deg - Service -0.03 18.82 2650.27 _ 6.79 27.12 Wind 210 deg - Service -9.17 15.92 2254.22 1296.97 11.70 Wind 240 deg - Service -16.01 9.30 1300.56 2232.46 0.42 Wind 270 deg - Service -17.93 0.03 5.44 2491.99 -9.38 Wind 300 deg - Service -16.23 -9.39 -1306.70 2252.59 -26.57 Wind 330 de - Service -10.04 -17.50 -2429.381 1389.63 -40.04 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+LO Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg -No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg -No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg -No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 -1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind0 deg - Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg -Service 29 Dead+Wind 90 deg -Service 30 Dead+Wind 120 deg- Service 31 Dead+Wind 150 deg- Service 32 Dead+Wind 180 deg- Service 33 Dead+Wind 210 deg- Service 34 Dead+Wind 240 deg -Service 35 Dead+Wind 270 deg - Service 1.1ax owe% I Job Page 4 800642 FL West Midway 21 of 33 Project Date Mastec, Network Solutions 507Airport Blvd, Suite III 16266-SARI 16:22:39 09/05/18 Morrisville, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX Comb. Description 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kinit kipftt TI 245-240 Leg Max Tension 15 6.39 0.05 -0.12 Max. Compression 2 -8.59 -0.05 0.13 Max. Mx 8 4.72 0.18 -0.00 Max. My 2 2.40 0.02 -0.22 Max. Vy 8 -2.89 0.00 0.00 Max. Vx 14 -3.10 0.00 0.00 Diagonal Max Tension 17 4.19 0.00 0.00 Max. Compression 4 -4.39 0.00 0.00 Max. Mx 2 0.54 0.03 -0.00 Max. My 2 0.16 0.03 0.00 Max. Vy 2 0.01 0.03 -0.00 Max. Vx 2 0.00 0.00 0.00 Top Girt Max Tension 2 1.52 0.00 0.00 Max. Compression 15 -1.43 0.00 0.00 Max. Mx 22 -1.36 -0.09 0.00 Max. My 12 0.17 0.00 0.00 Max. Vy 22 -0.06 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T2 240 - 220 Leg Max Tension 15 52.71 0.03 -0.01 Max. Compression 2 -57.99 -0.11 0.27 Max. Mx 12 -48.90 -0.29 0.04 Max. My 2 -57.99 -0.11 0.27 Max. Vy 12 0.12 -0.29 0.04 Max. Vx 24 -0.13 0.09 0.18 Diagonal Max Tension 16 6.86 0.00 0.00 Max. Compression 4 -6.94 0.00 0.00 Max. Mx 16 2.51 0.05 0.00 Max. My 12 -5.59 -0.02 -0.02 Max. Vy 16 0.02 0.05 0.00 Max. Vx 12 0.00 -0.02 -0.02 Top Gut Max Tension 20 0.12 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 22 0.12 -0.09 0.00 Max. My 12 0.08 0.00 0.00 Max. Vy 22 -0.06 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T3 220 - 200 Leg Max Tension 15 104.04 -6.13 -0.14 Max. Compression 2 -115.27 7.05 -0.37 Max. Mx 2 -115.27 7.05 -0.37 Max. My 12- -4.74 -0.35 -11.61 Max. Vy 14 0.86 -6.24 -0.12 Max. Vx 12 1.53 -0.35 -11.61 Diagonal Max Tension 4 11.70 0.00 0.00 Max. Compression 16 -11.83 0.00 0.00 Max. Mx 2 8.43 0.14 0.01 Max. My 14 -7.97 -0.02 -0.05 Max. Vy 2 -0.03 0.14 0.01 Max. Vx 14 0.01 0.00 0.00 Top Girt Max Tension 2 0.12 0.00 0.00 Max. Compression 3 -0.09 0.00 0.00 Max. Mx 2 -0.08 -0.03 0.00 er Job Page 1"I"IXTo 800642 FL West Midway 22 of 33 Mastee Network Solutions Project Date 507Airport Blvd, Suite Ill 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Max. My 12 0.07 0.00 0.00 Max. Vy 2 0.02 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T4 200 - 180 Leg Max Tension 15 175.95 -8.51 -0.18 Max. Compression 2 -194.67 9.16 0.35 Max. Mx 14 174.17 -9.32 -0.38 Max. My 12 -10.61 -0.20 -12.76 Max. Vy 6 -3.03 -6.17 -0.35 Max. Vx 12 -3.15 0.25 -2.88 Diagonal Max Tension 4 15.13 0.00 0.00 Max. Compression 4 -15.49 0.00 0.00 Max.. Mx 2 10.03 0.12 0.01 Max. My 14 -13.76 -0.02 -0.03 Max. Vy 2 -0.03 0.12 0.01 Max. Vx 14 0.01 0.00 0.00 T5 180 - 160 Leg Max Tension 15 244.25 -I L I0 0.02 Max. Compression 2 -268.37 13.64 0.96 Max. Mx 3 -265.14 13.66 0.97 Max. My 12 -13A7 -0.07 -1K02 Max. Vy 2 -0.56 11.99 -0.01 Max. Vx 12 2.06 -0.07 -18.02 Diagonal Max Tension 14 15.72 0.00 0.00 Max. Compression 2 -16.72 0.00 0.00 Max. Mx 12 7.14 0.23 -0.01 Max. My 14 -15.38 -0.02 -0.09 Max. Vy 12 0.05 0.23 -0.01 Max. Vx 14 0.01 0.00 0.00 T6 160 - 140 Leg Max Tension 15 280.19 -13.44 -1.00 Max:. Compression 2 -306.21 17.03 1.01 Max. Mx 14 277A8 -17A]. -1.15 Max. My 12 -15.22 -0.42 -25.04 Max. Vy 6 0.81 -16.56 0.20 Max. Vx 12 1.45 -0.42 -25.04 Diagonal Max Tension 15 24,93 0.00 0.00 Max. Compression 2 -27A8 0.00 0.00 Max. Mx 14 17.04 0.85 -0.04 Max. My 2 -27.32 -0.56 0.19 Max. Vy 2 -0.12 0.82 0.03 Max. Vx 14 0.02 0.00 0.00 T7 140 -120 Leg Max Tension 15 346.46 -17.26 -1.14 Max. Compression 2 -381.94 22.61 0.88 Max. Mx 2 -381.94 22.61 0.88 Max. My 12 -17.50 -0.42 -25.04 Max. Vy 14 1.87 -21.83 -0.89 Max. Vx 12 -2.15 -0.42 -25.04 Diagonal Max Tension 2 25.00 0.00 0.00 Max. Compression 14 -24.82 0.00 0.00 Max. Mx 2 16A5 0.82 0.07 Max. My 13 -18.63 -0.38 -0.15 Max. Vy 2 -0.12 0.82 0.07 Max. Vx 13 0.01 -0.38 -0.15 T8 120 - 100 Leg Max Tension 15 401.96 -21.80 -0.88 Max. Compression 2 444.71 15.36 0.84 Max. Mx 2 -443.36 22.61 0.88 Max. My 12 -22.74 -0.53 -23.48 Max. Vy 2 0.97 22.61 0.88 Max. Vx 12 1.39 -0.53 -23.48 Diagonal Max Tension 14 26.22 0.00 0.00 Max. Compression 2 -28.68 0.00 0.00 Max. Mx 2 14.70 0.78 0.05 Max. My 12 -15.72 0.19 -0.15 Cl) N 00 LO M N c 4) O O a a rn 3 a N Q co � � U co c LL (D O v U O 0 00 a e a ` u c a 3 G O ^� r N b Po y y N n b v OOQ OON O NOOOOC O QOOONONOO OOO?00�00 NON 000000� r0 vOv OO O' OOOprO.� v.� q Op 000 O'O vl vm)vml ��/l vmi 001�N h OM��m�� 00�0 NlOO� � ��n�OO V ObOONn N� NOO r V rO mOb�b SOON �N 0 y00000000000000�� �qNO COOOOOrONNQNQ000000 ��N ^� ^OOOOOOOry OO NO^ry ^ OOO +�r 00}'NVl m W V O1+1T W � O r O W � ntN�lO� r��O h V O Vl I�NMO� Q�O.�q lib � M N b N Q C NO a� N N V ImDO W N O N O y h h N O ri N ry b .06 O O N vC0,1 N C r N N O C M O N N ,ri N C O M C (J ry N N O C m N M M b ry F N � N O q ❑ tl O O O O q O O O O O O O 0 O O 0 'm a � n n 00 °o A A A A 0 F WxTower Job Page 800642 FL West Midway 24 of 33 Master Network Solutions Project Date 507Airport Blvd, Suite III 16266-SARI 16:22:39 09/05/18 MorN dle, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No, ft Type Load Moment Moment Comb. K kip-ft kip Jt Max. Vx 13 0.02 -0.06 -0.24 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 752.00 69.17 -39.98 Max. H, 18 752.00 69.17 -39.98 Max. H. 5 -593.88 -53.33 35.63 Min. Vert 7 -653.90 -61.04 35.30 Min. H: 7 -653.90 -61.04 3530 Min. H. 18 752.00 69.17 -39.98 Leg B Max. Vert 10 787.05 -75.29 -3926 Max. H. 23 -693.16 67.30 34.59 Max. H� 23 -693.16 67.30 34.59 Min. Vert 23 -693.16 67.30 34.59 Min. H. 10 787.05 -75.29 -3926 Min. H. 10 787.05 -75.29 -39.26 Leg A Max. Vert 2 799.75 -3.70 85.32 Max. H. 19 -333.95 4.75 -36.54 Max. H, 2 799.75 -3.70 85.32 Min. Vert 15 -706.86 3.77 -76.09 Min. H, 7 369.20 A.52 38.69 Min. H, 15 -706.86 3.77 -76.09 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kipft kipft ktp ft Dead Only 88.47 0.00 -0.00 24.17 28.15 0.00 12 Dead+l.O Wind 0 deg -No 106.16 0.20 -132.43 -18534.86 -8.20 -181.28 Ice 0.9 Dead+1.0 Wind 0 deg - No 79.62 0.20 -132.43 -18517.77 -16.65 -181.20 Ice 1.2 Dead+1.0 Wind 30 deg -No 106.16 61.18 -106.25 -15100.29 -8663.99 -77.98 Ice 0.9 Dead+1.0 Wind 30 deg - No 79.62 61.18 -I06.25 -15087.49 -8660.93 -77.95 Ice 1.2 Dead+1.0 Wind 60 deg - No 106.16 100.91 -58.65 -8313.18 -14266.02 -2.79 Ice 0.9 Dead+1.0 Wind 60 deg -No 79.62 100.91 -58.65 -8309.10 -14255.05 -2.80 Ice 1.2 Dead+1.0 Wind 90 deg - No 106.16 119.69 -0.20 -13.55 -16680.26 62.63 Ice 0.9 Dead+1.0 Wind 90 deg - No 79.62 119.69 -0.20 -20.77 -16666.87 62.58 Ice 1.2 Dead+1.0 Wind 120 deg - 106.16 114.22 66.10 9178.11 -15747.72 177.64 No Ice 0.9 Dead+1.0 Wind 120 deg - 79.62 114.22 66.10 9158.89 -15735.72 177.55 No Ice 1.2 Dead+1.0 Wind 150 deg- 106.16 67.02 116.76 16319.77 -9284.09 267.83 tnxTOwer Job e Page 800642 FL West Midway 25 of 33 Project Date Mastec Network Solutions 507Airport Blvd, Suite I II 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC 27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kip ft kip ft kip ft No Ice 0.9 Dead+1.0 Wind 150 deg - 79.62 67.02 116.76 16291.15 -9280.48 267.73 No Ice 1.2 Dead+1.0 Wind 180 deg - 106.16 -0.20 125.61 17815.48 77.49 181.29 No Ice 0.9 Dead+1.0 Wind 180 deg - 79.62 -0.20 125.61 17783.96 68.91 181.22 No Ice 1.2 Dead+1.0 Wind 210 deg - 106.16 -61.18 106.25 15158.25 8732.41 77.97 No Ice - 0.9 Dead+1.0 Wind 210 deg - 79.62 -61.18 106.25 15130.80 8712.37 77.94 No Ice 1.2 Dead+1.0 Wind 240 deg - 106.16 -106.82 62.06 8760.26 15007.47 2.76 No Ice 0.9 Dead+1.0 Wind 240 deg - 79.62 -106.82 62.06 8741.43 14979.25 2.77 No Ice 1.2 Dead+1.0 Wind 270 deg - 106.16 -119.69 0.20 72.20 16748.15 -62.65 No Ice 0.9 Dead+1.0 Wind 270 deg - 79.62 4 M69 0.20 64.85 16717.73 -62.60 No Ice 1.2 Dead+1.0 Wind 300 deg - 106.16 -108.32 -62.70 -8729.91 15142.74 -177.62 No Ice 0.9 Dead+1.0 Wind 300 deg - 79.62 -108.31 -62.69 -8725.42 15113.90 -177.53 No Ice 1.2 Dead+1.0 Wind 330 deg - 106.16 -67.02 -116.76 -16260.47 9353.77 -267.80 No Ice 0.9 Dead+1.0 Wind 330 deg- 79.62 -67.02 -116.76 -16246.50 9333.07 -267.70 No Ice Dead+Wind0 deg -Service 88.47 0.03 -19.84 -2755.22 21.88 -27.16 Dead+Wind 30 deg - Service 88.47 9.17 -15.92 -2240.87 -1273.99 -11.71 Dead+Wind 60 deg - Service 88.47 15.12 -8.79 -1224.69 -2112.64 -0.42 Dead+Wind 90 deg - Service 88.47 17.93 -0.03 17.87 -2474.15 9.40 Dead+Wind 120 deg - Service 88.47 17.11 9.91 1394.04 -2334.68 26.61 Dead+Wind 150 deg - Service 88.47 10.04 17.50 2463.28 -1366.97 40.09 Dead+Wind 180 deg - Service 88.47 -0.03 18.82 2687.15 34.70 27.16 Dead+Wind 210 deg - Service 88.47 -9.17 15.92 2289.38 1330.57 11.71 Dead+Wind 240 deg - Service 88.47 -16.01 9.30 1331.54 2270.19 0.42 Dead+Wind 270 deg -Service 88.47 -17.93 0.03 30.70 2530.69 -9.40 Dead+Wind 300 deg -Service 88.47 -1623 -9.39 -1287.17 2290.26 -26.61 Dead+Wind 330 deg - Service 88.47 -10.04 -17.50 -2414.72 1423.55 40.09 Solution Summary Sum of Applied Forces Sum g(Reactions Load PX PY PZ PX PY PZ %Error Comh. K K K K K K 1 0.00 -88.47 0.00 -0.00 88.47 0.00 0.000% 2 0.20 -106.16 -132.43 -0.20 106.16 132.43 0.002% 3 0.20 -79.62 -132.43 -0.20 79.62 132.43 0.001% 4 61.18 -106.16 -106.25 -61.18 106.16 106.25 0.002% 5 61.18 -79.62 -106.25 -61.18 79.62 106.25 0.002% 6 100.91 -106.16 -58.65 -100.91 106.16 58.65 0.001% 7 100.91 -79.62 -58.65 -100.91 79.62 58.65 0.002% 8 119.69 -106.16 -0.20 -119.69 106.16 0.20 0.002% 9 119.69 -79.62 -0.20 -119.69 79.62 0.20 0.002% 10 114.22 -106.16 66.10 -114.22 106.16 -66.10 0.001% 11 114.22 -79.62 66.10 -114.22 79.62 -66.10 0.001% 12 67.02 -106.16 116.76 -67.02 106.16 -116.76 0.002% 13 67.02 -79.62 116.76 -67.02 79.62 -116.76 0.002% tnxTOWEP Job 800642 FL West Midway Page 26 of 33 Mastec Network Solutions Project Date 507Airport Blvd, Suite 111 16266-SAR1 16:22:39 09/05/18 Morrisville, NC 27560 Phone: (919) Client Crown Castle Designed by Maria Lopez Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 14 -0.20 -106.16 125.61 0.20 106.16 -125.61 0.001% 15 -0.20 -79.62 125.61 0.20 79.62 -125.61 0.002% 16 -61.18 -106.16 10625 61.18 106.16 -106.25 0.002% 17 -61.18 -79.62 106.25 61.18 79.62 -106.25 0.002% 18 -106.82 -106.16 62.06 106.82 106.16 -62.06 0.002% 19 -106.82 -79.62 62.06 106.82 79.62 -62.06 0.001% 20 -119.69 -106.16 0.20 119.69 106.16 -0.20 0.002% 21 -119.69 -79.62 0.20 119.69 79.62 -0.20 0.002% 22 -108.32 -106.16 -62.70 108.32 106.16 62.70 0.001% 23 -108.32 -79.62 -62.70 108.31 79.62 62.69 0.002% 24 -67.02 -106.16 -116.76 67.02 106.16 116.76 0.002% 25 -67.02 -79.62 -116.76 67.02 79.62 116.76 0.002% 26 0.03 -88.47 -19.84 -0.03 88.47 19.84 0.000% 27 9.17 -88.47 -15.92 -9.17 88.47 15.92 0.000% 28 15.12 -88.47 -8.79 -15.12 88.47 8.79 0.000% 29 17.93 -88.47 -0.03 -17.93 88.47 0.03 0.000% 30 17.12 -88.47 9.91 -17.11 88.47 -9.91 0.000% 31 10.04 -88.47 17.50 -10.04 88.47 -17.50 0.000% 32 -0.03 -88.47 18.82 0.03 88.47 -18.82 0.000% 33 -9.17 -88.47 15.92 9.17 88A7 -15.92 0.000% 34 -16.01 -88.47 9.30 16.01 88.47 -9.30 0.000% 35 -17.93 -88.47 0.03 17.93 88A7 -0.03 0.000°% 36 -16.23 -88.47 -9.39 16.23 88.47 9.39 0.000% 37 -10.04 -88.47 -17.50 10.04 88.47 17.50 0.000% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination ofgcles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00010653 3 Yes 9 0.00000001 0.00007177 4 Yes 9 0.00000001 0.00014158 5 Yes 9 0.00000001 0.00010681 6 Yes 10 0.00000001 0.00004498 7 Yes 9 0.00000001 0.00013038 8 Yes 9 0.00000001 0.00014055 9 Yes 9 0.00000001 0.00010591 10 Yes 9 0.00000001 0.00010712 11 Yes 9 0.00000001 0.00007253 12 Yes 9 0.00000001 0.00014156 13 Yes 9 0.00000001 0.00010700 14 Yes 10 0.00000001 0.00004548 15 Yes 9 0.00000001 0.00013218 16 Yes 9 0.00000001 0.00014209 17 Yes 9 0.00000001 0.00010731 18 Yes 9 0.00000001 0.00010857 19 Yes 9 0.00000001 0.00007375 20 Yes 9 0.00000001 0.00014002 21 Yes 9 0.00000001 0.00010540 22 Yes 10 0.00000001 0.00004490 23 Yes 9 0.00000001 0.00013030 24 Yes 9 0.00000001 0.00014052 25 Yes 9 0.00000001 0.00010600 26 Yes 9 0.00000001 0.00010407 27 Yes 9 0.00000001 0.00010830 tnxTower Job Page27 800642 FL West Midway of 33 Project Date Mastec Network Solutions 507 Airport Blvd Suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX 28 Yes 9 0.00000001 0.00011130 29 Yes 9 0.00000001 0.00010679 30 Yes 9 0.00000001 0.00010334 31 Yes 9 0-00000001 0.00010837 32 Yes 9 0.00000001 0.00011261 33 Yes 9 0.00000001 0.00010862 34 Yes 9 0.00000001 0.00010389 35 Yes 9 0.00000001 0.00010699 36 Yes 9 0.00000001 0.00011140 37 Yes 9 0.00000001 0.00010819 Maximum Tower Deflections - Service Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load J in Comb. ° TI 245-240 5.859 31 0.2350 0.0520 T2 240-220. 5.612 31 0.2343 0.0518 T3 220-200 4.638 31 0.2220 0.0482 T4 200 -180 3.738 31 0.1972 0.0428 T5 180 - 160 2.938 31 0.1725 0.0359 T6 160 - 140 2.254 31 0.1427 0.0295 T7 140 - 120 1.690 31 0.1185 0.0245 T8 120 -100 1.224 31 0.0980 0.0201 T9 100 - 80 0.841 31 0.0767 0.0160 T10 80 - 60 0.543 31 0.0589 0.0123 Tll 60-40 0.311 31 0.0438 0.0088 T12 40-20 0.141 31 0.0285 0.0054 T13 20-0 0.035 31 0.0129 0.0022 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Ji Comb. in o oft 245.00 Beacon 31 5.859 0.2350 0.0520 332597 243.75 Platform Extension 31 5.797 0.2349 0.0519 332597 242.50 Platform Extension 31 5.735 0.2347 0.0519 332597 220.00 ADFD 1820-333 3B-XDM w/Mount 31 4.638 0.2220 0.0482 59683 Pipe 200.00 RRUS-11 31 3.738 0.1972 0.0428 47790 128.00 APXVSPP I 8-C w/ Mount Pipe 31 1.400 0.1062 0.0218 56255 125.00 Sidenurker 31 1.332 0.1031 0.0212 57972 Maximum Tower Deflections - Design Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. o° TI 245 - 240 39.077 12 1.5727 0.3475 T2 240 - 220 37.426 12 1.5685 0.3460 tnxTower Job Page28 800642 FL West Midway of 33 Project Date Mastec Network Solutions 507Airpon Blvd, Suite i1/ 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC 27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX.-p Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. oo T3 220-200 30.942 12 1.4847 0.3220 T4 200 -180 24.941 12 1.3190 0.2863 T5 180 -160 19.599 12 1.1512 0.2403 T6 160 - 140 15.032 12 0.9521 6.1972 T7 140 - I20 11.269 12 0.7901 0.1642 T8 120 - 100 8.160 12 0.6534 0.1344 T9 100 - 80 5.609 12 0.5113 0.1074 T10 80 - 60 3.620 12 0.3923 0.0822 Tll 60-40 2.073. 12 0.2920 0.0586 T12 40-20 0.944 12 0.1901 0.0360 T13 20 - 0 0.230 12 0.0863 0.0147 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Jt Comb. in ' ft 245.00 Beacon 12 39.077 1.5727 0.3475 52899 243.75 Platform Extension 12 38.664 1.5720 0.3473 52899 242.50 Platform Extension 12 38.251 1.5711 0.3470 52899 220.00 ADPDI920-3333B-XDM w/Mount 12 30.942 1.4847 0.3220 8962 Pipe 200.00 RRUS-11 12 24.941 1.3190 0.2863 7126 128.00 APXVSPP I 8-C w/ Mount Pipe 12 9.334 0.7082 0.1461 8404 125.00 Sidemarker 12 8.884 0.6879 0.1416 8657 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type. Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable TI 245 Leg A325N 0.8750 6 1.06 41.56 0.026 1.05 Diagonal A325N 0.6250 1 4.39 13.81 0.318 1.05 Top Girt A325N 0.6250 1 1.52 13.81 0.110 1.05 T2 240 Leg A325N 0.8750 6 8.79 41.56 0.211 1.05 Diagonal A325N 0.6250 1 6.94 13.81 0.502 1.05 Top Girt A325N 0.6250 1 0.12 13.81 0.009 1.05 T3 220 Leg A325N 0.7500 18 5.78 30.10 0.192 1.05 Diagonal A325N 0.6250 2 5.85 12.24 OA78 1.05 Top Girt A325N 0.6250 2 0.06 12.24 0.005 1.05 T4 200 Leg A325N 0.7500 18 9.78 30.10 0.325 1.05 Diagonal A325N 0.6250 2 7.57 12.24 0.618 1.05 T5 180 Leg A325N 0.8750 18 13.57 41.56 0.327 1.05 Diagonal A325N 0.6250 2 8.36 13.81 0.605 1.05 T6 160 Leg A325N 0.8750 18 15.57 41.56 0.375 1.05 Diagonal A325N 0.7500 2 13.74 19.88 0.691 1.05 T7 140 Leg A325N 0.8750 18 19.25 41.56 0.463 1.05 Diagonal A325N 0.7500 2 12.50 19.88 0.629 1.05 Bolt Tension Bolt Shear Bolt Shear Bolt Tension Bolt Shear Bolt Shear Bolt Tension Member Block Shear Member Block Shear Bolt Tension Member Block Shear Bolt Tension Bolt Shear Bolt Tension Bolt Shear Bolt Tension Bolt Shear tnxTower Job Page29 800642 FL West Midway of 33 Mastec Network Solutions Project Date 507 Airport Blvd, Suite 111 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez Pam. Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio fi in Bolts per Bolt per Bolt Allowable K K T8 120 Leg A325N 0.8750 18 22.33 41.56 0.537 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.34 19.88 0.721 1.05 Bolt Shear T9 100 Leg A325N 1.0000 18 25.78 54.52 0.473 1.05 Bolt Tension Diagonal A325N 0.7500 2 13.69 19.88 0.689 1.05 Bolt Shear T10 80 Leg A325N 1.0000 l8 28.93 54.52 0.531 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.07 19.88 0.708 1.05 Bolt Shear Tit 60 Leg A325N 1.0000 18 31.99 54.52 0.587 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.93 19.88 0.751 1.05 Bolt Shear T12 40 Leg A325N 1.1250 18 35.08 60.11 0.584 1.05 Bolt Tension >11, Diagonal A325N 0.7500 2 14.15 19.88 0.712 1.05 Bolt Shear T13 20 Diagonal A325N 0.7500 2 17.43 19.88 0.877 1.05 Bolt Shear Compression Checks Leg Desi n Data (Compression) Section Elevation Size L L„ Kl1r A P. r P„ Ratio No. P. J ft ft nt K K by T1 245-240 21/2 5.00 5.00 96.0 4.9087 -8.59 112.60 0.076' K=1.00 T2 240-220 21/2 20.00 5.00 96.0 4.9087 -57.99 112.60 0.515, K=1.00 T3 220-200 15TL1.5xl/2x5/8 20.03 10.02 40.0 5.3014 -115.27 212.23 0.543' K=1.00 T4 200-180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -194.67 297.97 0.653' K=1.00 TS 180-160 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -268.37 297.97 0.901' K=1.00 T6 160- 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -306.21 362.90 0.844 ' K=1.00 T7 140- 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -381.94 476.08 0.802' K=1.00 T8 120-100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 444.71 476.08 0.934' K=1.00 T9 100- 80 18TL2.5x5/8x3/4 20.03 20.03 38A 14.7262 -515.25 603.04 0.854' K=1.00 TIO 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -580.53 743.67 0.781' K=1.00 Tll 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -644.05 743.67 0.866' K=1.00 T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -708.96 743.67 0.953' K=1.00 T13 20-0 18TL3x5/8x3/4 20.03 20.03 32.5 21.2057 -764.86 895.57 0.854' K=1.00 tP„ /V.controls tnxToweN Job Page30 800642 FL West Midway of 33 Project Date MastecNetwork Solutions 507 Airport Blvd, Suite 111 16266-SARI 16:22:39 09/05/18 Morrisville, NC 27560 Client Designed by Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Truss -Leg Diagonal Data Stress Section Elevation Diagonal Size Ld Kl/r VP A V. �V No. Jt ft K in' K K Ratio T3 220-200 0.5 1.68 113.0 238.57 0.1963 1.53 4.18 0.365 T4 200- 180 0.5 1.67 112.1 324.71 0.1963 3.29 4.24 0.777 TS 180 - 160 0.5 1.67 112.1 324.71 0.1963 2.06 4.24 0.486 T6 160 - 140 0.625 2.40 1292 430.59 0.3068 1.45 4.32 0.337 T7 140 - 120 0.625 2.39 128.6 544.96 0.3068 115 4.36 OA94 T8 120 - 100 0.625 2.39 128.6 544.96 0.3068 1.39 4.36 0.319 T9 100 - 80 0.625 2.38 128.0 672.79 0.3068 L42 4.40 0.322 TIO 80 - 60 0.625 2.37 127.4 814.08 0.3068 136 4.44 0.305 T11 60 - 40 0.625 2.37 127.4 814.08 0.3068 1.52 4.44 0.342 T12 40-20 0.625 2.37 127.4 814.08 0.3068 2.35 4.44 0.530 T13 20-0 0.625 2.36 126.8 968.83 0.3068 2.63 4.48 0.587 Diagonal Design Data Compression Section Elevation Size. L L. K11r A P. r P„ Ratio No. P. It ft ft in2 K K ihp- K=1.09 T2 240-220 L2 1/2x2 1/2xl/4 7.81 3.63 96.6 K=1.09 73 220-200 L3x3xl/4 12.50 5.41 112.3 K=1.02 T4 200- 180 L3x3xl/4 13.80 6.14 123.4 K=0.99 T5 190- 160 L3 1/20 1/2xl/4 14.50 6.56 115.0 K=1.01 T6 160- 140 L5x5x3/8 23.86 11.23 132A K=0.97 T7 140- 120 L5x5x3/8 25.01 11.85 138.0 K=0.96 T8 120 - 100 L5x5x3/8 26.26 12.50 144.1 K=0.95 T9 100- 80 L5x5x3/8 27.59 13.19 150.5 K=0.94 T10 80-60 L5x5x3/8 29.01 13.92 157.2 K=0.93 Tll 60-40 L5x5x3/8 30.49 14.67 164.1 K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 K=0.91 T13 20-0 L6x6x7/16 33.61 16.25 153.5 K=0.94 1 P. / r P. controls 1.1900 -6.94 33.41 0.208' 1.4400 -11.83 32.62 0.363' 1,4400 -15.38 27.05 0.568' 1.6900 -16.72 36.57 0.457' 3.6100 -27A8 58.98 0.466' 3.6100 -24.82 54.23 0.458' 3.6100 -28.68 49.77 0.576' 3.6100 -27.38 45.64 0.600 ' 3.6100 -28.14 41.84 0.673' 3.6100 -29.86 38.36 0.778' 3.6100 -27.62 35.21 0.785' 5.0600 -34.86 61.48 0.567 ' Top Girt Design Data (Compression) WxToweN Job Page31 800642 FL West Midway of 33 Mastee Network Solutions Project Date 507 Airport Blvd, Suite 111 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Section Elevation Size L L„ Kl/r A P. Ratio No. P„ h I in' K K V. TI 245 -240 L6x6x7/16 6.00 5.52 87.8 5.0600 -1.43 155.61 0.009' K=1.58 T3 220-200 L3x3xl/4 6.00 5.36 114A 1.4400 -0.09 31.51 0.003' K=1.05 1 P„ / �P„ controls Tension Checks Leg Design Data Tension Section Elevation Size L L. KI1r A P. Ratio No. P. ft T1 245-240 21/2 T2 240-220 21/2 T3 220-200 15TL1.5x1/2x5/8 T4 200-180 I5TL1.75x1/2x5/8 T5 180 - 160 15TL1.75xl/2x5/8 T6 160 - 140 18TL2x5/8x3/4 T7 140 - 120 18TL2.25x5/8x3/4 T8 120 - 100 18TL2.25x5/8x3/4 T9 100 - 80 18TL2.5x5/8x3/4 T10 80-60 18TL2.750/80/4 T11 60 - 40 18TL2.75x5/8x3/4 T12 40-20 18TL2.75x5/8x3/4 T13 20 - 0 18TL3x5/8x3/4 1 P. / P. controls ft ft int K K WP 5.00 5.00 96.0 4.9087 6.39 220.89 0.0291 20.00 5.00 96.0 4.9087 52.71 220.89 0.239' 20.03 10.02 40.0 5.3014 104.04 238.57 0.436' 20.03 10.02 34.3 7.2158 175.95 324.71 0.542' 20.03 10.02 34.3 7.2158 244.25 324.71 0.752' 20.03 20.03 48.0 9A248 280.19 430.59 0.651' 20.03 20.03 42.7 11.9282 346A6 544.96 0.636' 20.03 20.03 42.7 11.9282 401.96 544.96 0.738' 20.03 20.03 38.4 14.7262 464.06 672.79 0.690' 20.03 20.03 34.9 17.8187 520.76 814.08 0.640' 20.03 20.03 34.9 17.8187 575.77 814o8 0.707' 20.03 20.03 34.9 17.8197 631.37 814.08 0.776' 20.03 20.03 32.5 21.2057 678.96 968.83 0.701' Truss -Leg Diagonal Data t Ratio T4 200-180 0.5 1.67 112.1 324.71 0.1963 3.29 4.24 0.777 T5 180- 160 0.5 1.67 112.1 324.71 0.1963 2.06 4.24 0.486 T6 160 - 140 0.625 2.40 129.2 430.59 0.3068 1.45 4.32 0.337 T7 140 -120 0.625 2.39 128.6 544.96 0.3068 2.15 4.36 0.494 T8 120-100 0.625 2.39 128.6 544.96 0.3068 1.39 4.36 0.319 T9 100 - 80 0.625 2.38 128.0 672.79 0.3068 1.42 4.40 0.322 TIO 80-60 0.625 2.37 127.4 814.08 0.3068 1.36 4.44 0.305 Tll 60-40 0.625 2.37 127.4 814.08 0.3068 1.52 4.44 0.342 T12 40-20 0.625 2.37 127.4 814.08 0.3068 2.35 4.44 0.530 T13 20-0 0.625 2.36 126.8 968.83 0.3068 2.63 4.48 0.587 } Job Page FnxTower 800642 FL West Midway 32 of 33 Project Date Mastec Network Solutions 507 Airport Blvd Suite III 16266-SAR1 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez P X FA Diagonal Design Data Tension Section No. Elevation .lt Size L j L„ i K11r A int P. K 1P„ K Ratio P. 4P„ TI 245-240 L2 112x21/2xl/4 7.81 3.63 58.8 0.7519 4.19 36.80 0.114' T2 240-220 L2 1/2x2 1/2xl/4 7.81 3.63 58.8 0.7519 6.86 36.80 0.186 ' T3 220-200 L3x3xl/4 12.50 5.41 72.6 0.9394 -11.70 45.98 0.255' T4 200-180 L3x3xl/4 13.13 5.83 78.0 0.9394 15.13 45.98 0.329' T5 180-160 L3 1/2x3 1/2xl/4 14.50 6.56 74.5 1.1269 15.72 55.16 0.285 ' T6 160- 140 L5x5x3/8 23.86 11.23 88.3 2.4614 24.93 120.49 0.207' T7 140- 120 L5x5x3/8 25.01 11.85 93.0 2.4614 25.00 120.49 0.207' T8 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 26.22 120.49 0.218 ' T9 100-80 L5x5x3/8 27.59 13.19 103.3 2.4614 26.01 120.49 0.216' T10 80-60 L5x5x3/8 29.01 13.92 108.9 2.4614 26.07 120.49 0.216' Tll 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 27.32 120.49 0.227' T12 40-20 L5x5x3/8 32.02 15.45 120.7 2.4614 28.29 120.49 0.235' T13 20-0 L6x6x7/16 33.61 16.25 105.8 3.5079 31.07 171.71 0.181' 1 P. / r P. controls Top Girt Design Data Tension Section Elevation Size L L„ KL/r A P. rbP„ Ratio No. P„ fi ft fi !tit K K �P„ T1 245-240 L6x6x7/16 6.00 5.52 37.2 3.5489 1.52 173.72 0.009' T2 240-220 L6x6x7/16 6.00 5.52 37.2 3.5489 0.12 173.72 0.001' T3 220-200 L3x3xl/4 6.00 5.36 74.7 0.9394 0.12 45.98 0.003' I P „ / l P. controls Section Capacity Table Section Elevation Component Size Critical P op.11.„. % Pass No. ft Type Element K K Capacity Fail Tl 245-240 Leg 21/2 3 -8.59 118.23 7.3 Pass T2 240-220 Leg 2 1/2 15 -57.99 118.23 49.0 Pass T3 220-200 Leg 15TL1.5xl/2x5/8 45 -115.27 222.84 51.7 Pass T4 200-180 Leg 15TL1.75xl/2x5/8 61 -148.01 312.87 74.0 Pass TS 180 -160 Leg 15TL1.75xl/2x5/8 78 -268.37 312.87 85.8 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -306.21 381.04 80A Pass T7 140- 120 Leg 18TL2.25x5/8x3/4 102 -381.94 499.88 76.4 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 111 444.71 499.88 89.0 Pass T9 100-80 Leg 18TL2.5x5/8x3/4 120 -515.25 633.19 81.4 Pass T10 80-60 Leg 18TL2.75x5/8x3/4 129 -580.53 780.85 74.3 Pass Tll 60-40 Leg 18TL2.75x5/8x3/4 138 -644.05 780.85 82.5 Pass T12 40-20 Leg 18TL2.75x5/Sx3/4 147 -708.96 780.85 90.8 Pass T13 20 - 0 Leg 18TL3x5/8x3/4 156 -764.86 940.35 81.3 Pass TI 245 -240 Diagonal L2 1/2x2 1/2z1/4 11 -4.39 35.08 12.5 Pass 30.3 (b) T2 240-220 Diagonal L21/2x21/2x1/4 23 -6.94 35.08 19.8 Pass 47.8 (b) tnxTower Job Page 800642 FL West Midway 33 of 33 Project Date MastecNetwork Solutions 507Airport Blvd, suite III 16266-SARI 16:22:39 09/05/18 Client Designed by Morrisville, NC27560 Phone: (919) 674-5866 Crown Castle Maria Lopez FAX. Section Elevation Component Size Critical P op,11 ,. % Pass No. rt Type Element K K Capacity Fail T3 220-200 Diagonal L3x3x1/4 54 -11.83 34.25 34.5 Pass 45.5 (b) T4 200- 180 Diagonal L3x3xl/4 68 -15.38 28.40 54.1 Pass 58.9 (b) T5 180- 160 Diagonal L3 1/20 1/2xl/4 89 -16.72 38.40 43.5 Pass 57.7 (h) T6 160- 140 Diagonal L5x5x3/8 98 -27.48 61.93 44.4 Pass 65.8 (b) T7 140- 120 Diagonal L5x5x3/8 109 -24.82 56.94 43.6 Pass 59.9 (b) T8 120-100 Diagonal L5x5x3/8 116 -28.69 52.26 54.9 Pass 68.7 (b) T9 100-80 Diagonal L5x5x3/8 125 -27.38 47.92 57.1 Pass 65.6 (b) T10 80-60 Diagonal L5x5x3/8 134 -28.14 43.93 64.1 Pass 67.4 (b) Tll 60-40 Diagonal L5x5x3/8 143 -29.86 40.28 74.1 Pass T12 40-20 Diagonal L5x5x3/8 148 -27.62 36.97 74.7 Pass T13 20-0 Diagonal L6x6x7/16 158 -34.86 64.55 54.0 Pass 83.5 (b) Tl 245 - 240 Top Girt L6x6x7/16 4 -1.43 163.39 0.9 Pass 10.5 (b) T2 240 - 220 Top Girt L6x6x7/16 16 0.10 182.41 0.1 Pass 0.8 (h) T3 220-200 Top Girt L3x3xl/4 46 -0.09 33.08 0.3 Pass 0.5 (b) Summary Leg (T12) 90.8 Pass Diagonal 83.5 Pass (T13) Top Girt 10.5 Pass (TO Bolt Checks 83.5 Pass RATING= 90.8 Pass Program Version 8.0.4.0 - 8/15/2018 File://UO3 6-0 IDC00664/Data/Engineering/Stiuctural/MmTec-Production/StmcturalAnalysis/ 16266 - 800642 - WO 1627203 BU 800642FL WEST MIDWAY CCI 800642 - SAR/AnalysisfTNX/2018064_APP441085_800642_West_Midway.eri 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 APPENDIX B BASE LEVEL DRAWING September 5, 2018 CCI BU No 800642 Page 8 tnxTower Report - version 8.0.4.0 a' (OTHER CONSIDERED (D) 1-1/4TO 220 ROPOSED EOUIPMB S 5/18' TO 200 1 2 3/8' TO 200 F (4) 3/4' TO 200 F 12) 1-5/8' TO "0 (OTHER CONSIDERED (12) 1-5/8' TO 245 EQUIPMENT) T LEVEL 8 F1 LEVEL BUS UM O'AB{2 R IP. � 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 16266-SARI, Order 441085, Revision 7 APPENDIX C ADDITIONAL CALCULATIONS September 5, 2018 CC/ BU No 800642 Page 9 tnxTower Report - version 8.0.4.0 C O PROD BU # 800642 Site Name I FL West Midway . Order # 441085 Rev.-7 Tower Information Tower Type I Self;Support' TIA-222 Revj H 7.�,.aalr Com I uplift k) 800.00 707.00 k 85.00 76;00 ,Anchor Rod Data Quantity: 6 Diameter in):. _2______ Material Grade: A325 Grout Considered. I., (in):. 1.125 - Eta Factor, : Z__ Thread Type: N-Included C nfiguration:1 symmetrical LW Timm I. . Axial, Pu (kips) 133.33 Shear, Vu kips 14.17 Moment, Mu (kip -in) - Axial Cap., q)Pn (kips) 202.50 Shear Cap., (�Vn (kips) 60.75 Moment Cap., �Mn (kip -in) - Stress Rating,67.906 Not Consid, Pass Mplate - version 3.2.0 Analysis Date: 9/5/2018 Drilled Pier Foundation BU # : 800642 Site Name: FL West•Midwa Order Number: 44.1085; Rev. 7 TIA-222 : Toweerr Type: ..Self Su ort • P. Uplift Moment ki -ft Axial Force (kips 800 . 707 Shear Force (kips .85 '.76 Concrete Strength, fc 4 ksi Reber Strength, F : 60 ksi Deth' 50ft Ext. Above Gradel 0:8 ft Pier Section 1 Fmm 0.8'abom grade fo 50'below ratle Pier Diameter 6111 Reber Quantityl 26 Reber Sizel 9 Soil Lateral Capacity Compression Uplift - Dva (ft from TOC)j 7.66 27.66 .Soil Safety Factor 14.66 16.39 Maip-ftil 1553.20 1 1388.74 " Rating -I 8.6% 1 .7% Soil Vertical Caoacitv Compression Uplift Skin Friction (kips) 1035.26 808.93 - End Bearing (kips) 786.95 ` Weight of Concrete (kips) 165.38 124.04 Total Capacity (kips) 1822.21 932.97 Axial (kips) 965.38 707.00 Rating*. 50.5% 72.2% Reinforced Concrete Caoacitv Compression Unlift 'Critical '..Dept h(ft from TOC) 28.45 24.71 Critical Moment(kip-ft) 1550.61 1358.54 Critical Me enttapacity 4870.00 2475.84 Rating -I 30.3% 152.3% CCCROWN CASTLE Pier Deflection Check From LPile: Max Deflection = 0.24" 0.24 "< 1.5" OK Layer Top (it) Bottom (ft) 'Thickness. (ft) V:on (pcf) &o�.,.r. (pcf) Cphesfon (ksf) Angle of Friction (degrees) Calculated -Ultimate Skin � Friction Comp. (ksQ. • Calculated Ultimate Skin "Friction Uplift _ (ksf) Ultimate Skin - p Friction'Cbmp Override (ksf) Ultimate Skin n Friction Uplift Override (ksf) Ult. Gross' Bearing ', Capacity ..(ksf) SPT Blow. Count - Soil Type 1 0 3 3 110 150 0 •0 - 0.000 0:000 0.00 0.00 Cohesionless ,. 2 3. 4 1 '115 150' '0 31 ,0.000 0.000 029 0.22 Cohesionless 3 4 - '6 2 . 110 150 -. 0 30 0.000 0.000 0.59 .'0153 Cohesionless 4 6 12 6 47.6 87.6 - -0.8 0 0.440' 0.440 _ 0.69 0.69 Cohesive "5 12 17 5 47.6 87.6 0 29 0:000. 0.000 0.50 0:38 Cohesionless 61 17 - 23 6 47:6 87.6 - 0.81 01 0.440 0.440 - -0.69 0.691 1 1 ohesive 7 23 28 5 62.6 87.6 '0 _ 36 0.00 0:00 1.86 _ - 1.40 Cohesionless 8 28 '33 5 '.67.6 87.6 - 0 38 0.00 • 0.00 2.38 1.79 Cohesionless 9 33 38 5 67.6 87.6 0 38, 100 • 000 2.53 1.90 Cohesionless 10 38 43 5 67.6 87.6 0 '38 '0.00 0;00 .. 2.17 2.00 Cohesionless 11 431 48 5 57.6 87.6 •0 33; 0.001 0.00 '1.78 _ .1.33 Cohesionless 12 481 2.6 87.6 0 36_ 0.001 0.00' '" 2.44 -. 1.83 37AI Cohesionless Version 2.0.2 ASCE PMEW= SOCIEIY Or CK ENGINUS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 18.55 ft (NAVD 88) Risk Category: II Latitude: 27.3815 Soil Class: D - Stiff Soil Longitude:-80.4968 35 s I IRj 4 4 26 2tt �_. r k ro .11 Y 1_" ' ro F jj'° a Wind Results: I]Fgfe ' , 1 \a a -" Lal LeJfi\\� I rr s x—a1 V i c It I fi` t �PifitL � 1` ;\ Wind Speed: 154 Vmph 10-year MRI 86 Vmph 25-year MR[ 105 Vmph 50-year MR] 116 Vmph 100-year MR[ 127 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Wed Sep 05 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MR[ = 700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. httos://asce7hazardtool.online/ Page 1 of 3 Wed Sep 05 2018 ASCE AMDiICAN SOCIETY U M ENGINUM Seismic Site Soil Class: D - Stiff Soil Results: SS 0.057 SDs ST 0.029 Sol Fa 1.600 TL F 2.400 PGA: SMS 0.092 PGA M SMT 0.070 FPcn IQ Seismic Design Category A 0.10 . . MCER Response Spectrum 0.09 0.08 0.07 0.06 0.05 0.04 0.03 O' O' Sa(g) v5 T(S) .065 O60 .055 .050 .045 .040 .035 ©30 .025 .020 0.061 0.046 8.000 0.027 0.044 1.600 1 Design Response Spectrum O' O' S. (g) v5 T(S) Data Accessed: Wed Sep 05 2018 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. j httos,//asce7hazardtool.online/ Page 2 of 3 Wed Sep 05 2018 ASCE" AMa1 M SOCIETY OF IO M m0111MRS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Wed Sep 05 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain -with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. htlns:llasce7hazardtool.online/ Page 3 of 3 Wed Sep 05 2018 - at$tt April 23, 2018 a Dennis Demarco MasTec Network Solutions, LLC EN GIN E E R I N'G G R O UP 6100 Broken Sound Parkway, Suite 6 Boca Raton, FL 33487 Subject: Structural Analysis - Antenna Mount (1C) Carrier Designation: AT&T: FP38 (FTPIFL-FP38) [FA# 10070112] APX Project: 18-6163.09 Site Information: 16434 Okeechobee Road Fort Pierce, Saint Lucie County, FL 34945 Latitude 27.381470° N, Longitude 80.496659° W Existing Antenna Mount (Worst Case) Dear Mr. Demarco: APX Engineering Group, LLC (APX) is pleased to submit this Structural Analysis to determine whether the subject existing worst -case antenna mount is able to support certain proposed loads. It is our understanding that AT&T, who retained MasTec Network Solutions (MNS), desires to install new telecommunication equipment on the subject mount. This analysis was based on the supporting information listed in Table 2. Our services were performed in accordance with the terms and conditions of the master service agreement between APX and MNS. This report summarizes the results of our findings. The purpose of this analysis is to determine the suitability of the aforementioned structure to support the loading indicated in the attached calculations. This analysis has been performed in accordance with the Florida Building Code based upon an ultimate 3-second gust wind speed of 154 mph using hand calculations. Based on our analysis, subject to the assumptions and recommendations noted, it is our opinion that the subject structure will support the proposed loading. Existing Members: Pass at 43.7%, Existing Connections: Pass at 74.0% This report has been prepared for the purpose of providing a structural evaluation of the subject structure for the loading conditions indicated. It is intended for the exclusive use of AT&T and MNS. The information, assumptions, and recommendations contained in this report should not be used by others for any purpose without express written authorization from APX. We appreciate the opportunity to provide our professional services to you and look forward to continuing our relationship. If we can be of any further assistance, please do not hesitate to contact us. Sincerely, ,N ...... /y , APX Engineering Group, LLC Eliezer Diaz, E.I. Michael A. Phillips, P.E. Project Engineer Chief Engineer Florida License #68312 No :N T T OF 91 AT&T: FP38 (FTPIFL-FP38) [FA# 10070112] Structural Analysis Report Table 1: Analvsis Criteria Criterion Building Code Description Florida Building Code, 6rh Edition (2017) Standard - Loads TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas FBC 3108.1 Standard - Steel AISC LRFD 141h Edition Risk Category II Ultimate Wind Speed 154 mph, 3-Second Gust (FBC Figure 1609.3(1)) Nominal Wind Speed 119 mph, 3-Second Gust (FBC 1609.3.1) Exposure Category C Structure Class II (1 = 1.0) Topo. Category 1 Crest Height Zero Feet Structure Type Mount Table 2: Sunoortino Information July 7, 2016 I Radio Frequency Data Sheet (RFDS) I AT&T Various Miscellaneous Information AT&T/MNS Analysis Assumptions and Limitations 1. Information in the supporting documentation that could not be verified by APX personnel is assumed to be correct. 2. All structural components are assumed to be in adequate condition to carry their full design capacity. 3. The configuration of equipmentlappurtenances is assumed to be as specified in this report. 4. Emergency/essential communication equipment will not be supported by this assembly. If any of the above assumptions are not valid or have been made in error, these calculations may be affected, and APX should be allowed to review any new information to determine its effect on the structural integrity of the subject structure. Recommendations 1. Check all bolts for proper tightening in accordance with AISC "Snug -Tight" method prior to installation of proposed equipment. 2. Replace any rusted/corroded hardware with new galvanized hardware. APX Engineering Group, LLC Wind Load - Appurtenance I.A In Accordance With The TIA-222-G Standard AT&T APX Engineering Group, LLC FP38 (FA# 10070112)1, 18-0163.09 3400 Lakeside Drive, #525, Miramar, FL 33027 E.Diaz, April 2018 ENGLNIERING GROUP Design Parameters Page 1 of 1 Wind Speed, Vasa = 119 mph (TIA 2.6.1 and Annex 8) 1 = 1.0 (TIA Table 2-3) Kz,min = 0.85 (TIA Table 2-4) Exposure = C (TIA 2.6.5) Gh = 1.00 (TIA 2.6.9) Ka = 1.0 (TIA Table 2-4) f = N/A (T1A Table 2-5) Structure Class = II (TIA Table 2-1) 9 = 900 (TIA Table 2-4) Kt = N/A (TIA Table 2-5) e = 2.72 (Nat. Log Base) Topo Category 1 (TIA 2.6.6.2) a = 9.5 (TIA Table 2-4) Kh = N/A (TIA 2.6.6.4) Ka = e;i. (TIA 2.6.9.2) H = N/A ft (Crest Height Above Surrounding Terrain) Structure Type = Mount Ca = aai% (Force Coefficient, TIA Table 2-8) Skew 1, 61 = 0❑° (TIA Figure 2-4) q: = 0.00256K�KnKdVZI (Velocity Pressure, TIA 2.6.9.6) Skew 2, 62 = 0° (TIA Figure 2-4) F = q,Gh(EPA)A (TIA 2.6.9.2) Wind Load Appurtenance Type z H W D Round Ka Kz Krt qz Ca Ca FF.., Fside Skew of 61 Skew of 02 Wt. (ft) (ft) (ft) (ft) ? (pst) Front Side (Ibs) (Ibs) Frront FSlde FFmnt Fside (Ibs) Kathrein/Scala 800-10723 Panel 203 203 203 203 203 203 203 203 203 203 7.77 0.98 0.5 N 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11.47 1.47 1.0 0.95 50.6 1.43 1.68 553 331 1 5531 331 553 331 72.8 66.1 79.4 64.0 60.0 50.6 20.0 13.0 11.0 25.1 Kathrein/Scala 800-10865 Panel 6.53 1.23 0.55 N 1.47 1.0 0.95 50.6 1.32 1.56 539 285 539 285 539 285 CCI HPA-33R-BUU-1-16 Panel 6 1.94 0.75 N 1.47 1.0 0.95 50.6 1.23 1.43 723 326 723 326 723 326 Ericsson RRUS-11 Radio 1.42 1.48 0.77 N 1.47 1.0 0.95 50.6 1.20 1.20 128 66 128 66 128 65.9 Ericsson RRUS-12 Radio 1.52 1.48 0.67 N 1.47 1.0 0.95 50.6 1.20 1.201 137 61 137 61 137 61.4 Ericsson RRUS-32 (Side) Radio 2.27 0.58 1.01 N 1.47 1.0 0.95 50.6 1.26 1.20 84 139 84 139 84 139 Raycap DC6-48-60-18-8F squid OVP 2 0.92 0.92 Y 1.47 1.0 0.95 50.6 0.70 0.70 65 65 65 65 65 64.9 Kaelus TBC0020F1V5x-1 Trip[ at 0.78 0.55 0.27 N 1.47 1.0 0.95 50.6 1.20 1.22 26 13 26 13 26 12.7 CommScope E15Z01P19 TMA 1.08 0.6 0.24 N 1.47 1.0 0.95 50.6 1.20 1.29 39 17 39 17 39 17.1 KMW KFTDR00110030 Filter 0.87 0.86 0.4 N 1.0 0.95 50.6 1.20 1.20 45 21 45 21 45 21.3 Mount T e YP z (EPA)N (EPA)T (EPA)A K z K rt Kd q� K. a FF,°M Fside FF,°m Fside (ft) 203 (ft2) (ft2) (ftz) (pso (Ibs) (Ibs) (Pit) I (Pl0 - 12' V-Frame (round) Frame 15.35 14 1.47 1.0 0.95 50.6 1.0 777 708 - - 32.4 35.4 Dish Type z D A CA Cs C. Kz Ku Ktl qz - - - - FAM Fsm MM Wt. (ft) (ft) (ft) (pso pbs) (ms) (Ib-ft) (lbs) Definitions: Panel = Panel or Directional Antenna, Omni = Omni -Directional Antenna, Dish = Microwave Dish Antenna, Radio = Remote Radio Unit (RRU), TMA = Tower Mounted Amplifier A Z X Envelope Only Solution APX Engineedn E.Diaz 18-0163.09 FP38 - Antenna Mount Analysis 3D RENDERED VIEW SK-1 Apr 22, 2018 at 3:39 PM FP38 - Antenna Mount Analysis.r3d A z x Envelope Only Solution APX Engineering Group, .. E.Diaz 18-0163.09 FP38 - Antenna Mount Analysis JOINT NUMBERS SK-2 Apr 22, 2018 at 3:39 PM FP38 - Antenna Mount Analysis.r3d A Z X Envelope Only solution APX Engineering Group, ... SK - 3 E.Diaz FP38 - Antenna Mount Analysis Apr 22, 2018 at 3:39 PM 18-0163.09 MEMBER NUMBERS FP38-Antenna MountAnalysis.r3d A Z X Envelope Only Solution APX E.Diaz FP38 - Antenna Mount Analysis 18-0163.09 MEMBER SIZES SK-4 Apr 22, 2018 at 3:40 PM FP38 - Antenna Mount Analysis.fdd A Z X Member Length (ft) Displayed Envelope Only Solution APX Engineering Gi E.Diaz 18-0163.09 FP38 - Antenna Mount Analysis MEMBER LENGTHS SK-5 Apr 22, 2018 at 3:40 PM FP38 - Antenna Mount Malysis.r3d A z X Loads: BLG 1, Dead Load Envelope Only Solution APX Engineering Group, ... SK - 6 E.Diaz FP38 - Antenna Mount Analysis Apr 22, 2018 at 3:40 PM 18-0163.09 DL FP38 - Antenna Mount Analysis.fdd A, Z X Loads: BLC 2, Live Load Envelope Only Solution APX Engineering Group, ... SK - 7 E.Diaz FP38 - Antenna Mount Analysis Apr 22, 2018 at 3:40 PM 18-0163.09 LL FP38 - Antenna Mount Analysis.r3d A z x Loads: BLC 3, Wind Front Envelope Only Soluton APX Engineering E.Diaz 18-0163.09 FP38 - Antenna Mount Analysis WIND AT FRONT SK-8 Apr 22, 2018 at 3:40 PM FP38 - Antenna Mount Analysis.r3d A Z X Loads: BLC 4, Wind Side Envelope Only Solution APX Engineering E.Diaz 18-0163.09 FP38 - Antenna Mount Analysis WIND AT SIDE SK-9 Apr 22, 2018 at 3:40 PM FP38 -Antenna Mount Analysis.I3d Code Check (2) No Cal > 1.0 :Ail .9,1.0 7s.90 so as o.:sa I .26 N Cl I O OS O OB n N 3� 41ID .27 \ I � N 3A n 0 io Member Code Checks Displayed (Enveloped) Envelope Only Solution APX Engineering Group, ... SK -10 E.Diaz FP38 -Antenna Mount Analysis Apr 22, 2018 at 3:41 PM 18-0163.09 UNITY CHECK FP38 - Antenna Mount Analysis.r3d SheaEnvr Check) ( jNCX 1 1 .OB v 1 D>. 0 110 0 I .07 I C 0 1� 0 a Member Shear Checks Displayed (Enveloped) Envelope Only Solution APX Engineering Group, ... SK -11 E.Diaz FP38 - Antenna Mount Analysis Apr 22, 2018 at 3:41 PM 18-0163.09 SHEAR CHECK FP38 - Antenna Mount Analysis.r3d Standoff Connection Check /A In Accordance With AISC LRFD 14th Edition AT&T APX Engineering Group, LLC FP38 (FA# 10070112), 18-0163.0g -- 3400 Lakeside Drive, #525, Miramar, FL 33027 E.Diaz, April 2018 e x c rx e e •, w c a.I o u r - Page 1 of 1 Loads and Dimensions (worst case) Reactions (Factored) Rx= 4,500 Ibs Ry=l 735 jibs Rz=1 1,250 Ibs Mx = 4,700 lb -in My= 0 1 lb -in M�=j 14,450 lb -in Connection Dimensions dt = 3.0 in d2=1 2.0 in Maximum Bolt Shear (Max Member Tension, x-axis) (Max Member Shear, y-axis) (Max Member Shear, zaxis) (Max Member Torque, x-axis) (Max Member Bending, y-axis) (Max Member Bending, z-axis) (Horizontal Bolt Separation) (Vertical Bolt Separation) Va = (Ryl4) + (R�/4) + [ Mx 1 dt +dZ 2 ] Va = 1,014 Ibs per bolt Maximum Bolt Tension T. = (Rx/4) + (My/dt/2) + (Mz/d2/2) Ta = 4,738 Ibs per bolt Bolt Capacity ASTM A36, 1/2" ld Base Plate d2 = 4 Bolts dt=3in Member Local Axes R, 41 �Tn = 6,406 Ibs (Bolt Design Tensile Strength, AISC Eq. J3-1) \ OVn = 3,844 Ibs (Bolt Design Shear Strength, AISC Eq. J3-1) R. fry = 5,166 psi (Bolt Required Shear Stress, AISC J3.7) �� F'nt = 1.3Fnt - (Fet/OFev)f„r > Fnt = 43,500 psi (Modified Nominal Tensile Stress, AISC Eq. J3-3a) = 45,071 psi (Thus, Fnt Governs) �Rn = 6,406 0 (Bolt Available Tensile Strength, AISC Eq. J3-2) T. < �Rn OIL M, Ry 74% Stressed in Tension, 26.4% Stressed in Shear, 74% Stressed Combined October 1, 2018 Saint Lucie County Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 SCANNED BY St. Lucie County a PA ENGINEERING GROUP Subject: Special Inspection Letter of Intent AT&T Site: FP38 [FA# 100701121 Site Address: 16800 Okeechobee Road, Fort Pierce, Saint Lucie County, FL 34945 APX Project: 18-0163.09 Dear Sir or Madam: APX Engineering Group, LLC (APX) understands that Saint Lucie County requires.that, as special inspector for the subject construction project, APX supplies specifications setting forth the procedures to be taken for the required inspections. The purpose of these inspections will be to determine if the installation of the antenna equipment is in substantial accordance with the approved construction drawings prepared by APX dated October 1, 2018. Such special inspections will be performed in accordance with Section 110 of the Florida Building Code and will include, but not be limited to, the following: 1. Inspect anchoring, spacing and mounting of the proposed antennas to the existing tower structure. 2. Inspect mounting of proposed remote radio units (RRUs) and proposed peripheral equipment to proposed antenna mounts and anchoring and spacing of proposed antenna mounts. This will be a one-time inspection performed at the completion of construction. The final letter of compliance will be provided to the building department. This letter has been prepared for the purpose of fulfilling the requirements of Saint Lucie County with respect to the speck installation described.. It is intended for the exclusive use of Saint Lucie County and AT&T. The information, assumptions and recommendations contained in'this letter should not be used by others for any purpose without express written authorization from APX:"` Should you have any questions or wish io discuss any aspectof this letter, please do not hesitate to contact the undersigned. Sincerely, APX Engineering Group, LLC ,`,`puwurr��4 ��\EZER `��.` ••� C ENS F•• L :JZ" 3 , Eliezer Diaz, P.E. O•R ��4' Senior Engineer Florida License #85219 lotip n�tE�G�,� i — i8 -tile coJC ny - �RECEIVED JUN 2 4.1�19 Inspection Date: June 14, 2019mow e�9opatk ct. roar Saint Lucie County Planning & Development Services Building & Code Regulation Division SCANNED 2300 Virginia Avenue BY Fort Pierce, FL 34982 St. Lucie Countv Subject: Special Inspection Report 1 of 1 (Final) [I CI AT&T Site: FP38 (FA# 10070112) Site Address: 16800 Okeechobee Road, Fort Pierce, FL 34945 APX Project: 18-0163.09 Dear Building Official: ap �111 =K ENGINEERING GROUP APX Engineering Group, LLC (APX) performed a review of construction and close-out documentation of the- AT&T telecommunication facility located at the above -referenced site. The purpose of these observations was to inspect the following in accordance with the Florida Building Code, 6th Edition (2017) and the National Electric Code (NEC), 2014 Edition: 1. Installation of five proposed antennas. 2. Installation of five relocated antennas. 3. Installation of five proposed RRUs. 4. Installation of one proposed surge suppressor. 5. Installation of proposed power cables. 6. Installation of proposed fiber cables. 7. Installation of proposed grounding system. Our observations were compared with the approved construction drawings prepared by APX Engineering Group, LLC dated October 1, 2018. Based on these observations and to the best of my knowledge and belief, the above -described construction of all structural load -bearing components complies with the permitted documents. Should you have any questions or wish to discuss any aspect of this letter,, please do not hesitate to contact the undersigned. Sincerely, APX Engineering Group, LLC Eliezer Diaz, P.E. Senior Engineer Florida License #85219 ER Z •' No 8521 S 4UO F �it0.<OR10P'�C�,o� ''t�nn+ua+``